ML16147A176

Revision 17 to Updated Final Safety Analysis Report, Chapter 2, Appendix 2G, Static Dynamic Rock Properties Through Appendix 2I, Geotechnical Report Additional Plant Site Borings

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UPDATED FSAR APPENDIX 2G STATIC DYNAMIC ROCK PROPERTIES The information contained in this appendix was not revised, but has been extracted from the originaland is provided for historical information.

Amendment 45 FSARJune 1982 APPENDIX 2G STATIC AND DYNAMIC ROCK PROPERTIES TABLES Table Title Unconfined Compression Tests Laboratory Compression Wave Velocity Measurements Strength, Velocity and Hardness Data, Samples from Tunnel Alignments 45

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Tunnel127.5-127.9DioriteDiorite 16,130x9.9 x 106 13,950 Near ReactorsB7 28.2Schist 17,94011 x 10610 x 106 ContactB42123.5-123.9DiabaseSchistSchist 27, 600x 10610 x 1069.1 x 1068.0 x 10610 x 1067.4 x 106 TABLE UNCONFINED COMPRESSION TESTS UnconfinedAxialInitialSecantPoisson's Ratio TestHoleRockCompressiveStrain@TangentModulusInitialSecant No.LocationNo.DepthTypeStrengthFailureModulus50%LoadValue50%Reactor 1El-l31.8DioriteDioriteDioriteDiorite Reactor 250.0DioriteDioriteDioriteDioriteDioriteDiorite12 x 10612 x 106 19,5209.3 x9.3 x 10613 x 10611 x 106 18,02012 x 10610 x 106 Failed by splitting.Do not report.

15,53012 x 1069.9 x 106 5,97012 x 1069.7 x 10610 x 106x TunnelF2246.3-246.7Schist6,060Schist6,000Schist6,330 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.

Test No.LocationHole No.Reactor 1 Reactor 2 Reactor 2 B 42 BContact B 42 GContact Tunnel Tunnel E l - l B 42 B 42 F 2 TABLE LABORATORY COMPRESSION WAVE VELOCITY MEASUREMENTS Depth (Feet)Rock Type 79.9 80.3 Diorite 51.2 51.6 Diorite 139.1 139.4 Diorite 122.5 123.0 Diabase 141.8 142.3 Schist 128.7 129.2 Diorite 259.0 259.4 Schist Laboratory Compression Wave Velocity 0 psi3000 psi 2.81 19,460 19,880 2.83 18,860 19,090 2.77 20,050 20,300 2.84 18,600 18,800 2.77 16,960 17,320 2.79 20,050 20,340 2.86 18,110 18,370 TABLE 0 16.193 16.437 16.479 16.496 16.631 17.911 16.771 16.111 16.621 16.071 17.611 17.07, I.9 9.9 4.m , 6.32 6.01 4.01 m SERIES El 1 ID 6.U I 71 33 69 47 I2 60 61 Is 46 67 37 I l.U 2.61 6.11: 6.36 3.61 6.13 3.33 7.: 70'3.23 6.00 6.94 4.66 7Y 6.9 76' 12.1 9.1 16.4 4.66 4.76 99 10.: 36 32 3.72 2.76 3.26 4.03 2.61 2.71 4.04 3.42 2.61 2.72 3.16 3.41 4.01 19.306 7.026 6.910 19.163 24,796 19,036 0.24 0.94 1.46 0.91 0.39 1.44 0.31 1.43 1.36 1.07 quartz, very*lcrr.med.to feldspar.*ical.med. to fine*lcu; rd.rd.with quartz-rich to to rd.sulfides;only schistto nll but pn-*rlst,n# but STRENGTH, VELOCITY, AND HARDNESS DATA SAMPLES FROM TUNNEL ALIGNMENTS M-l M-I M-17 f-6 17.404 17.691 IS.014 17.336 16.747 17.624 16.066 16.627 I67.0.267.1 266.6-267.6 267.0-267.7 73-64 73-66 73-w 73-I)73-62 16.992 16.271 16.370 16.410 14.996 17.063 16.343 16.662 17.606 16.492 16.312 16.616 16.014 16,996 17.007 16.423 16.640 16.627 2.93 2.m 2.73 2.11 2.71 3.01 2.11 Amendment 45 June 1982 FSAR APPENDIX 2G STATIC AND DYNAMIC ROCK PROPERTIES FigureTitle Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve 2610Unconfined TestStress-Strain Curve 2611Unconfined TestStress-Strain Curve NOTE: The stress-strain curves shown in Figures through 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 00.10.20.3 0.AXIAL STRAIN 0 00.10.20.3 Diorite= Modulus of DeformationEl-l Depth 79.1 to 79.5 UNCONFINED TEST E 1 F STRESS -STRAIN CURVE FIGURE STRAIN AXIAL STRAIN 00.10.20.3 itfi 1n 0^ o 1)0. iV .4v .V Diorite M = Modulus of DeformationDepth 49. to 50. Oft UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE 00.10.20.3 AXIAL STRAIN STRAIN C0.20.3 0 Diorite=of Deformation Depth 50.4 to 50.8 ft UNCONFINEDTESTSTRESS-STRAIN CURVE FIGURE AXIAL STRAIN 0.10.20.3 AXIAL STRAIN Schist Depth 139.4 to 139 M =of Deformation UNCONFINED TESTJ STRESS-STRAIN CURVE FIGURE FIGURE AXIAL STRAIN 0 0.20.3 Schist UNCONFINED TESTSTRESS -STRAIN CURVE

=of DeformationDepth 141.9 to 142.3 STRAIN. %c0.10.20 0 0.10.3 AXIAL STRAIN UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE7 Schist Depth 27.8 to 28.2 MDeformation AXIAL STRAIN Diabase M =of DeformationB-12 Depth 123.5 to UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE AXIAL STRAIN Schist M = Modulus of DeformationB42 Depth 141.3 to 141.

AXIAL STRAIN %

AXIAL STRAIN UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE AXIAL STRAIN 0 00.10.3 AXIAL STRAIN 0.10.3 II/ a x.Schist M =of DeformationDepth 142.7 to 143.1 ft UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE AXIAL STRAIN M I0 2.Diorite Depth 127.5 to 127.

M =of Deformation AXIAL STRAIN 00.10.3 UNCONFINED TEST F IA STRESS-STRAIN CURVE FIGURE1 UPDATED FSAR APPENDIX 2H ROCK STRESS MEASUREMENTS IN BORING The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.

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

934 Main Street Winchester, Massachusetts 01890 STATION ROCK STRESS MEASUREMENTS IN BORING CONTENTS Page

SUMMARY

1.INTRODUCTION

1.1 Background1

1.2 Purpose1 1.3 Scope1 2.METHOD OF MEASUREMENT

2.1 General

2.2 The Overcoring Technique

2.3 TheGage

2.4 Measurement of Modulus of Rock

2.5 Computation

of Stresses 3.TEST DATA AND RESULTS

3.1 Calibrations

3.2 In Situ Stresses and Directions8 4.DISCUSSION OF RESULTS9 APPENDIX A MEASUREMENT OF STRESSES IN ROCK BY OVERCORING IN VERTICAL HOLE APPENDIX B MEASUREMENT OF MODULUS OF ANNULAR ROCK CORE GEOTECHNICAL ENGINEERS INC.

GEOTECHNICAL ENGINEERS LIST OF TABLES TABLE 1 CALIBRATIONS TABLE 2TEST CONDITIONS FOR STRESS MEASUREMENTS TABLE 3 DATA AND RESULTS OF STRESS MEASUREMENTS LIST OF FIGURESLog of Boring3Log of Boring El-lPhotograph ofGage SystemPhotograph ofGagePhotograph of Rock Modulus CellData from Stress Measurements, Test 8Data from Stress Measurements, Test9Data from Stress Measurements, Test10Data from Stress Measurements, Test OClA-7Data from Stress Measurements, Test12TestHole DimensionsTestHole DimensionsTest OClA-6 Hole DimensionsTest OC-7 Hole DimensionsTest OClA-9 Hole DimensionsPhotographs of Annular Cores, Hole18Summary of Stress Measurements

SUMMARY

Rock stress measurements were made in June and July 19*73 at depths of 33 ft to 42 ft in vertical Boringis about 34 ft from the center of proposed Reactor No. 1 of The results of five measurements ofstresses 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 EThese 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 Boringand 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 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 thewhile making deformation measurements in the inner hole with thegage.GEOTECHNICAL ENGINEERS INC SEA BROOK STATION ROCK STRESS MEASUREMENTS IN BORING 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 Station were made in the spring of 1969 by Weston Geophysical Research. These measurements indicated that the velocity in the 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 Boringat 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 at Station for the purpose of measuring in-situ stresses. Eleven measurements GEOTECHNICAL ENGINEERS were made using the overcoring technique.Each measurement consisted of three deformation readings in the horizontal plane on axes oriented apart. Of the eleven attempts, the data from five ofmeasurements, 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 equipmentduring overcoring.

Moduli of elasticity of the rock were measured (a) on two annular cylinders of rock removed after overcoring, and intact specimens oriented such that the load was* in the direction of the axis that was horizontal in-situ. Thesewere 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 Leunder the direction of Geotechnical Engineers Inc. The drilling was performed by the American Drilling and Boring Company.

GEOTECHNICAL ENGINEERS 2.OF MEASUREMENT

2.1 General

The overcoring technique consists of three phases:

Measurement ofexpansion 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 Boringand 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.

Thegage, 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 thegage was lowered into the hole.The measuring points on thegage 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 was then carried out.

Readings of deformation on three axes 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 TheGage

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 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 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 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 ofhole. 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 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 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.

ENGINEERS Ek P Ek PI The direction of stressis obtained from the formula: :

tan'To supplement the measurement of modulus onannular cores, intact specimens of rock from Boringfrom depths where stress measurementsmade, were tested in unconfined compression. The specimens were loaded in the direction ofaxis in-situ so that the loadinsame 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 followingfrom Obert where:= Stress at center ofcircles of stress, psi q = Radius ofcircle 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.

= Horizontal expansion of the diameter of the overcoring. The subscripts refer to axes that are 120 apart in the plane perpendicular to the axis of thegagein this case horizontal. R is the reading in microinches/inch and k is the instrument calibration in in.

From the valuesandone can compute the largest and smallest stresses in the plane perpendicular to the axis of thegage from:

where:= angle measured from the direction of R 1 to the direction of in the counterclockwise direction.

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

Equation (5) is subject to the following restrictions:

Ifand2R 1, then 0 and2R1, then Ifandthen 2 R 1 then but(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 ratio of the rock.

ENGINEERS 3. TEST DATA AND RESULTS

3.1 Calibrations

The results of calibrations ofinstrument and measurements of rock modulus are shown in Table 1. Direct calibration of Instrument, No, 2 with a micrometer yielded k = 10 in..Sincecan be read, the instrument can be used to discern movements in theas small as 5 xInstrument, No. 1 wasdirectly, but it is capable of discerning movements of 2 x 10 in. in the borehole.

Thegages were calibrated under conditionsto in-situ conditions by using an annular aluminum cylinder of known modulus (10 xpsi) as a standard. Table 1 shows that Instrument No. 2 yielded k =, as compared with 10for 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 in.for Instrument No. 2 is the better value and was used herein.

• Similarly k = 4.4was used 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 broke and had to be glued with epoxy to complete the test, T he results in Table 1 show that the moduli of the two cores were 4.1 and 3.0 xpsi. The modulus for the pegmatite (Test OClA-2) was assumed to be 4.1 xpsi 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.GEOTECHNICAL ENGINEERS INC.

Rebound Modulus From Test Specimens were cubes 1.2 in. on side.

The range of possible moduli of the granodiorite is from about 3 to xpsi. 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 xpsi 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.

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

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 Tests7, 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 planeis compres-sive, ranges from 150 to 2150 psi, and averages 1240 psi. The smallest normal stress in the horizontal planeis also compressive, ranges from 50 to 1570 psi, and averages 860 psi. The direction of is N 40 In giving thisdirection for Testis neglected because the stress was so small in that test that the computed direction is not 4. DISCUSSION OF RESULTS The stresses and directions in Fig. 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 theof thesatisfactory measurements, since inherent variationsthe 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 psibars)for the minor stressplane. The vertical stress is equal to the overburden pressure of about.psi, At the bottom of Fig. 18 is a tabulation of some known previous stress measurements in New Englandand Sykes, 1973). The general agreement.

between the stresses atand those elsewhere in New England is clear.

The direction of the major stress is also inagreement. 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 thisis 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 Stress and Seismicity in Eastern North America: An Example of Society of America Bulletin, Volume 84, No. 6, p. 1871.

Reference 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 Change in Reading per 10 Instrument No.for each Channel, Calibration Avg 2 100 100 103 101 10 B. CALIBRATIONS USING ANNULAR CORES IN ROCK MODULUS CELL No.Change in Reading per for each Channel, psi k E Medium- -76 78 76 77 4.4 10 Al 40 41 39 8.6 10 Al 41 39 39 40 8.6 10 Al 200 173 192 188 4.4 4.1 diorite 135 140 130 135 3.0 diorite Underlined values computed using equation for thick-walled cylinder under ex-ternal pressure for OD = 4.31 in, ID = 1.50 in.:=The quantity is equal to the diametral deformation.

33 369 383 393 415 Granodiorite Granodiorite Granodiori te Granodiorite 2 1 2 2 2 Calib.k in.8.6 4.4 8.6 8.6 8.6 4.1 4.1 4.1 3.0 3.0 285 165 285 255 240 Modulus E psi True Azimuth Channel deg.TABLE 2 TESTFOR STRESS MEASUREMENTS in. = microinches

= micros train k = instrument calibrationE = modulus of elasticity used for compu-tation of stresses (see Table 3)

All tests performed in vertical BoringCoordinates 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.

ENGINEERS TABLE 3 DATA AND RESULTS OF STRESS MEASUREMENTS ReadingChangeduring Overcoring in psi Compressive Stress tal Plane Bearing of psi 1335 1025 N 38 E 80 95 (1090)5 36 9 20 30 0 150 50 N 55 38 3 60 110 90 1190 850 39 3 250 150 250 2150 1570 N 45 E 250 (1710)75 E)250 15 0 (1970)(1470)60 E)41 5 90 195 100 1400 800 N 48 E 195 100 (1470)36 E)1)Readings are shown for data from Channels 1, 2, and 3 on instrument. For all tests exceptthe numbering of the channels, eachapart, was counterclockwise. Forit was clockwise. In the equations for com-putation of the angle between theand the Channel 1 directions, the number-ing is assumed to be clockwise. Hence for all but Testand 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.

GEOTECHNICAL. ENGINEERS FIGURES Bottom PX Hole PX Barrel-Start Measuring Point PX Barrel-Finish BottomHole Electric Geotechnical Engineers, Inc Atomic STATION SKETCH OF HOLE DURING OVERCORING

10. 1973FIG. 1 Hose andfor Gage NW Casing 0 (El. 28 Overcoring Barrel in. OD, 4.2 in. ID ENGINEERS Ton El.28.0 Multiple drilling breaks.,\\joint Drilling break Drilling break Drilling breaks Feldspar-Multiple joints, with piecesnesiumBiotite 10%

fromto long. Dip from 20 toPegmatite dike, coarse Contact dip Quartz diorite as above.

Joint set intersecting at.6Tight joint Joint slightly rusty Rusty joint Rusty joint Two tight joints Joint rusty Tight joint broken by drilling joint Rusted joint tight joints, rusty Quartz diorite. Dark gray, medium

.massive texture. Quartz dip.Quartz diorite as above.

Pegmatite dike,wide, at about Contact:dip dike, coarse N 20413; E 79671byI*.REMARKS Log isto 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 away, shown in Fig. 3. Depth of stress measure-ments are shown above IFIG. 2 30 32 34 40 42 44 Top El.25.9Dec. 26, DIPOF CORE GRAPHIC Quartz diorite, medium finemedium Massive(not.foliated.65 Dip Diplets as shown.

Quartz diorite, as above, hlassive, medium fine medium grey.-on low angle (3)Core- R u s t y allyby to moderate weathe-jointsevening on joints as Most joints dip ab 10to in-joints Breaks on angle ing minor vuggi Chips, rustyock is fresh.

Sli joint rustto minor slightcoatings ght weather-30-to 1.5* in-- weathering 4 on some joints.

40 Breaks to pieces Joints are nor-rustmally clean.

jointNot rusty..minor rust

\roughtodips. Joints slight weather- not ingas shown.Rock is fresh.

angle joints Quartz diorite as above.

Mostly medium fine medium grey low angle 35 ) joints to 2intervals.

to piecesslightlySlight to w e a t h e r e d, weathering, rust rustyon occasional joints as shown.

Rock becomes Quartz diorite 72.6* depth. on intrusive, welded contact.

REMARKS The total depth of this boring is 150 ft, as shown in the log submitted by J. R. Rand for the for 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.

FIG. 3 20 STATION LOG OFEl-l Coordinates:20400; E 79675 J. R. Rand GAGE SYSTEM BOREHOLEGAGE (vinyl sheath removed)

ROCK MODULUS CELL ENGINEERS Depth of Measuring Points 33 ftin.12345678 Depth of Overcoring, in.

Instrument116in. /in. = 0.001 in.

Note: Hole I.D. = 1.495 in.

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

Massachusetts STATION DATASTRESS MEASUREMENTS

'TEST 8, 1973FIG. 7 Project 7286 TEST 0246812 Depth ofin.Instrument230in. /in.0. 001 in.Hole I.D.in O.D. -4.31 in.

Project Aug. s,FIG.1000 200 400 200 300 500 400 700 600 800 0 Depth of Measuring Points Atomic Electric Company Engineers, Inc.

DATA FROM STRESS MEASUREMENTS Yankee Electric Company STATION Project 7256 Depth of Measuring Points 38 ft 3 in.

0134567 Depth of Overcoring, in.

Calibration 116in. /in. = 0.001 in.

Note: Hole I.D. = 1.495 in.

O.D.4.31 in.DATASTRESS MEASUREMENTS TEST Aug. 8,FIG. 9 STATION 200 100 0 200 100 0 300 200 100 0 124567 Depth of Overcoring, in.

Instrument Calibration 116 in. /in.0. 001 Hole I.D. = 1.495 in.

0. D. = 4.31 in.

Yankee Atomic Electric Company GeotechnicalInc.Winchester, Massachusetts Aug.1973FIG. 10 GEOTECHNICAL ENGINEERS DATA FROM STRESS MEASUREMENTS TEST Depth of Measuring 1345678 Depth of Overcoring, in.

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

Note: Hole I. D. =

1 . 4 95 in.0. D. = 4.31 in.

DATA FROM STRESS Yankee Atomic MEASUREMENTS STATION Electric Company TEST Geotechnical Engineers, Inc.

, Aug. 8, 1973FIG. 11 Massachusetts Project 7286 GEOTECHNICAL ENGINEERS NW Casing PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID 4.5 4 in.33 ft, 5.5 in. BottomHole 3 3 ft, 6 in.PX Barrel-Start 33 ft, 10 in.Measuring Point 34 ft, 3 in.PX Barrel-Finish EX Hole 1.5 in. ID 35Bottom Hole andfor Gage I STATION , Project 7236June 20, 1973FIG. 12 TEST HOLE DIMENSIONS GEO*TECHNICAL ENGINEERS Yankee Atomic Electric Company Gcotechnical Engineers, Inc.

Winchester, Massachusetts 028 NW Casing Overcoring 5.0 in. OD, 4.2 35 ft, 9 in.36 ft, 5.5 in.

36 ft, 9 in.

-- 3 7 ft, 5.5 in.

I1 EX Hole 1.5 in. ID 37 ft, 7 in.TEST HOLE DIMENSIONS Geotechnicsl Engineers, Inc. Winchester,7286 Yankee AtomicSTATION Electric Company Hose and Wires for BottomHole PX Barrel-Start Measuring Point PX Barrel-Finish Bottom EX Hole June 27, 1973FIG. 13 GEOTECHNICAL ENGINEERS INC.

NW Casing-I-Hose andfor Gage 37 ft, 10.8 in.

Bottom Px Hole 37 ft, 11.3 in. PX Barrel-Start 38 ft, 3 in.Measuring Point II I-- 3 8 ft, 6.5 in. PX Barrel-Finish 4.2 ln.i EX Hole 1.5 in. ID 39 ft, 11.8 in. Bottom EX Yankee Atomic Electric Corn STATION TEST OCIA-6 HOLE DIMENSIONS eotechnical Engineers, Inc.

PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID GEOTECHNICAL ENGINEERS INC.

HoseWires for Gage NW Casing PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID I 38 ft, 8 in.Bottom PX Hole 38 ft, 11.5 in. PX Barrel-Start 393 in.Measuring Point

-- 39 ft, 6.6 in. PX Barrel-Finish in.EX Hole 1.5 in. ID ft,in.EX Hole Yankee Atomic STATIONTEST OC HOLE DIMENSIONS Project Engineers, Inc.

U-inches ter, Massachusetts June 28, 1973FIG. 15 GEOTECHNICAL ENGINEERS INC.

H o s efor - -Gage NW Casing PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID iII--6 in.II I EX Hole 1. 5 in. ID 42 ft, 3 in.Bottom EX Hole 40 ft, 1 1 in.Bottom PX Hole 41 ft, 1.5 in. PX Barrel-Start 41 ft, 5 in.

42 ft, 3.5 in.

Measuring Point PX Barrel-Finish

, Project 7256 STATION GEOTECHNICAL ENGINEERS INC.

HOLE DIMENSIONS TEST June 29, 1973FIG. 16 Yankee Atomic Electric Company Gcotechnical Engineers, Inc.

CORES FROM STRESS MEASUREMENTS FIG. 1*7 GEOTECHNICAL ENGINEERS INC.

TRUE NORTH 2000 psi W Boring N 20413, E 79671, El. 28 Depth to MAXIMUM IN-SITU COMPRESSIVE STRESSES ON HORIZONTAL PLANE Nuclear Station, New Hampshire June July, 1973 PREVIOUS STRESS MEASUREMENTS NEW ENGLAND Location Mass.W. Chelmsford, Mass.bars54354576 BearingRock Type N 14 EGranite N 4WDolomite N 2WParagneiss N 56 EGranite8559N 40 EGranodiorite145)(3 106)All stresses measured at depths less than 50 m (160 ft)

Stresses are compressive One bar is 14.5 psi L. and Sykes, L. R. (1973)Compressive Stress and Seismicity in Eastern North America: An Example of Intra-Plate Tectonics, Geological Society of America Bulletin, Volume 84, No. 6,1871.Yankee Atomic Electric Company STATION Project 7286

SUMMARY

OF STRESS MEASUREMENTS Sept. 7, 1973Fig. 18 , Barre, Vt.

Proctor, Vt.

Geotechnical Engineers, Inc.

Winchester, APPENDIX A GEOTECHNICAL ENGINEERS INC.

11.-2-8.Measure accurately (toin.) 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.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.

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 (orper 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.

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 in.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 CEOTECHNICAL ENGINEERS INC 16.Inflate the instrument to a pressure of about 4greater than the water pressure at that depth, but not greater than about 6above 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 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 coring. Drill at a rate of aboutin. 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:

TIMEDEPTH 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 nearestin. 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.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 GEOTECHNICAL ENGINEERS 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.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. byin.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 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.Datasheets,formattached.6.Orientation rods for setting the gage elevation and formaintaining orientation of gage.7.Compassfordeterminingorientationof gage.APPENDIX A GEOTECHNICAL ENGINEERS OVERCORING READINGSII, NEW HAMPSHIRE DepthsProject No. Date Test Bot. 5-in. HoleDriller Rot. EX Hole Engineer Pins on Gage Weather Dimensions in Page 7 Strain Gage Readings 4 5 I i I I I Geotechnical Engineers, Elapsed Time 1 2 3 4 5 7 8 10 11 12 13 14 15 16 I I I 1 2 3 Depth No.Hole Location El. Top of Hole El. Datum Orientation of Gage APPENDIX APPENDIX B MEASUREMENT OF MODULUS OFROCK CORE Geotechnical Engineers Inc.

September 1973 1.Prepare rock modulus cell by inserting membrane,with hy-draulic fluid (trapping as little air as possible) and securing end plates.

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

3.Insert core in cell.

4.Insertgage 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 coring (after subtracting in-situ water pressure).

6.Connect leads fromgage 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 rockin increments of 500 psiuntil the compression of the diameters is equal to theirextension during 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.Repeat the loading and unloading until results are consistent.

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:

GEOTECHNICAL ENGINEERS INC.

B 2P whe re :=deformation instrument calibration R = instrument reading d = I.D. of core b = 0. D. of core P = external pressure E = rock modulus GEOTECHNICAL ENGINEERS INC 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 ADDITIONAL PLANT-SITE BORINGS FOR WATER AND OIL STORAGE TANKS, SETTLING BASIN, RETAINING WALL, AND RIP-RAP STRUCTURES G-SERIES BORINGS STATION, NEW Submitted to YANKEE ATOMIC ELECTRIC COMPANY GEOTECHNICAL ENGINEERS INC.

1017 Main Street Winchester, Massachusetts 01890 Project 7286 October 21, 1974 TABLE OF CONTENTS Page No.

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 Summary of Boring Data FIGURESG-Series Borings; Plan of Boring Locations, Fig. 1 Grain Size Curve, TestTP Sample, Fig. 2 1 1 1 3 3 3 APPENDIX I Boring Logs and Description of Exploratory Test Pit APPENDIX IIDriller's Logs

1.0 INTRODUCTION

1.1 Purpose

The purposethe 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, 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 BasinA 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 forIn 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.

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 theto refusal using a roller bit.Based on the results of geophysical surveys andborings 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 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 Boring No.

Boring Location As-boredGround Elev Depth toDepth to Top of Tillof Bedrock G-l G-2 G-3 G-4 G-5 G-6 G-7 G-8 G-9 G-10 G-11 G-12 Oil Storage Tank Settling Basin (Inlet)Settling Basin (Outlet)Settling Basin (additional)

Retaining Wall Retaining Wall Retaining Wall Retaining Wall Rip-Rap8.0- -15.95.0- -9.428.0--9.619.0--7.89.09.7"10.811.523.2"10.519.0"--10.5--6.8--15.9--11. o**Inholes the boringto refusal and no rock was cored. However,on the results of geophysical surveys and other borings drilled into bedrock in the vicinity, it is believed that refusal does correspond tobedrock surface.

FIGURES 111/11111111111

--s.L______, TP=1 0'100'200'300WO_..Pr MOM.,--_____.

• -.' '0....._1111 111117111,11.:".11. -ILI 21,000-1 /11111111.000 P'xii i' IRE Ellt i rilli l ltill i g at i tal b lEEME IV illiallik tratillittE_

MIIMERADIONEw 1;C3`ill (.111111111111111111PLi-Zs.'

G-, -'=.---th---) r---1111-::- - k:: 20,00C 1 0, ,-,-17timmrdww

--T--s oo.wim-.V ,4---.4'VIIMI-.R /t A PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION SEABROOK STATION SITE TOPOGRAPHY AND PLOT PLAN PLAN OF BORING LOCATIONS UNITED ENGINEERS G CONSTRUCTORS GEOTECHNICAL ENGINEERS, INC.

OCT. 17,1974FIG.I0- SERIES BORINGS Lab. 4-3, rev. 0 28 May 74 U.S. STANDARD SIEVE OPENING IN INCHESU.S. STANDARD SIEVE NUMBERSHYDROMETER 70 100 140 200 10 20 0 00 III I I 100505 0.10.050.010.005 GRAIN GRAVEL OR CL A Y I COARSECOARSEMEDIUMI Yankee Atomic Electric Co.

Station Geotechnical Engineers, Inc.

Winchester, Massachusetts GRAIN SIZE CURVE TEST PIT TP SAMPLE Project 7286 1974Fig. 2 APPENDIX I of No. : 7286 NO.Ground Elevation Depth toLevel:at ground elcv. 0700; Date: Sent. 30. 1974 Described by:Pitt Sample NO.Depth of per Description S-l 0. O-1.0 l-2 Black, soft PEAT and organic SILT; highly decomposed

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 Rust brown and brown slightlygravelly,sandy 32-23 SILT, trace clay. Contains gravel up to13 mm in size.

Moderate reaction to shaking test. Low plasticity.

s-3 5.0-6.5 27-39 SimilartoS-2.57 Contains gravel up to 35 mm in size.

colorchange s-4 10.0-11.5 hammer gray, very dense,sandy,gravellySILT trace clay.

hammer contains broken pieces of gravel up to 28-22 35 mm s - 5 54 hammerSimilar to S-4 12 hammer 40 Casingrefusalat16.5 Bottom of End of Exploration Sample No.Depth Nu of per Description S-l 0.O-1.0 2-5 Light brown, silty fine SAND. Contains root fibers and decomposed organic matter.

1.0-2.0 3-2 Dark brown/rust brown/gray mottled; fine sandy SILT, trace fine gravel s-2 3. o-4.5 hammerLight brown, gravelly, sandy SILT.22-42 hammerContains gravel from various 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. O-11.5 57-100 hammerGray brownbrown slightly 33 hammerdense, 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 Endof Exploration BORING NO.

G - 2 1 of 1 No. : 7286 1, 1974 Described by: Ground Elevation Depth toLevel: -5.1* measured at 0715, 1, 1974*S-l s-2 0.0-2.0 3.O-5.0 5*10-20 21-20 Brown grading to buff, soft, homogeneous SILT, trace clay. Uppercontains grass andzone.Similar to S-l, buff/rust brown mottled, contains black 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 22-32 Rust brown/buff medium dense, mottled SILT, little to trace clay.Low plasticity.

s-4 s-5 10.0-12.15.0-17.C 2-4 4-5 C 2-3 3-4 Gray,mediumstiff homogeneousCLAY;highplasticity SimilartoS-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.

graded.S-6A 20. o-21.5 20-12 Light brown, gravelly, sandy CLAY. Contains gravel pieces up to 25 mm in size 25-25.5 hammer Similar to S-6, very dense hammer (Resembles glacial till) continued)

Ground-2.1 measured at 0730, Dcscribccl by:

W. Pitt G-3-of 2-No. : 7286 Oct. 1, 1974 (Concluded)

Groundft-2.1 measured at Dcscribcd by:

NO.S-8 3 0.0 - 31. 5 25 Gray, very dense, silty fine SAND, some gravel up to 25 30 mm in size 58 s-9 hammerNo recovery hammer Casing refusal at Bottom of Endof Exploration Sample N o.Depth Number of Blows Description per S-l 0. o-o. 5 1 Dark brown, fibrous PEAT and organic SILT S-lA 0.5-2.l-l-2 Light brown, fine sandy SILTsilty fine SAND s-2 3. o-5.6-10 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 hammerSimilar to S-Z, medium dense to dense 35-60 hammer 8.0 Largecobble s-4 10.0-11.5 25-50 Similar to S-3, coarse to fine SAND 57 Widelygraded s-5 15.0 -16.2 100'0"hammerSimilar to S-4 42 60 hammer 75 S-6 20-21 Gray,verydense,gravelly,siltycoarsetofineSAND;littletotraceclay.(Till)Rollerbitrefusalat22.5 Bottom of End of Exploration Ground Elevation Depth to Water Level: Not taken BORING NO. G 1 of 1 -

No. : 7286 2, 1974 Described by:Pitt 19 Ground Elevationft DepthNot takenDescribed by: Sample No.Depth of Blows per Description Drove casing to 9.0* , where encountered strata changecasing refusal Split-spoon at 9.09.7 S -l 9.0-9.7 hammergray/brown slightly mottled, very hammerdense silty, gravelly, SAND; little to to trace clay, (Till)

Roller bit refusal at 9. 7*

Bedrock ?Bottom of Endof Exploration BORING NO. G-5 Proj. No. :

7286 3, 1974 Oct. 3, 1974 No.: 7286 Ground Elevationft Depth to WaterNot takenDescribed by: No.Depth Number of Blows per Description Drove casing to refusal9.0'Roller bitted to10.8'strata change Split-spoon attempt at 10. 8' S-l 57 8 30 hammer gray, very dense, sandy, gravelly SILT, trace to little clay.(Till)hammer Rollerbitrefusalat19.5'of End of Exploration NO. G-G1 of 1 No.Depth Number of Blows per Description Drove casing to Roller bitted to 11.5*strata change S-l 11.5- 13.0 24 92 22 hammergray, very dense gravelly, silty SAND trace to little clay. (Till)

RolflereLitted to refusal at 23.2 Bottom of Endof Exploration NC). G-7 Ground Elevationft Depth loLevel: Not taken- 1 of 1 -

Proj. No. : 7286 Date: Oct. 3. 1974 Described by: Pitt 23.2 NO. G-8 pg. -of-Proj. No. : October Ground Elevation Depth to WaterNot Taken Described by: No.Depth it Number of Blows per Description 10.1 Cobble. Drove casing to refusal at 10.5. Strata change.S-l 12.0 18-16-24 Gray, medium dense clayey silty, SAND, little to trace.Gravel containsgravel up to 15 mm in size.Medium plasticity, well graded. Moderate reactiontoshakingtest.Bottom of borehole, roller bit refusal at 19.0*.

10.5 19.0 Run No.Depth ft.Recovery and Description

%NX-1*NX-2 NX-3 NoSamples --Washedthroughoverburden TOP OF ROCK 15.5 20.5 25.5 REC =100%RQD =96%REC =100%RQD =76%REC =100%RQD =80%I Gray/white mixed fine and mediumDIORITE.Minorjointing.Freshandhardthroughout.Minor on joint surfaces.

SimilartoNX-1;minortomoderately jointed.Joints rusty; vuggy. Moderate weathering on joint surfaces.

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

Bottom of boringEl. -35.0 ft 10.5'25.5*NO.pg. - 1 of 1 -

Proj. No. : 7286 Date: October 9.

Described by: W. Pitt Ground Elevationft Depth toNot Taken BORING NO. G-10 Ground Elevationft Depth to Water Level: Not Taken 1 of 1 Proj. No. :

7286 October 8, 1974 Described by: Pitt Run No Depth ft.Recovery and%Description NoSamples --Washedthroughoverburden TOP OF ROCK Roller bitted to 7.0 ftI REC =Gray, mixed fine and medium g-rained DIORITE.

98%Moderately jointed.Generally fresh and hard

=out.Moderatelyweathered;rustyonjointsurfaces.65%NX-2 REC =Similar to NX-1; intact rock generally fresh and hard.

17.0 100%Moderate to severe weathering on joint surfaces.

=62%NX-3 REC =Similar to NX-2;generally fresh and hard throughout.

22.0 100%Moderatewe*atheringonjointsurfaces.=75%Bottom of boringEl. -29.9 ft.

6.5, 22.0' Run No.Depth ft.Recovery and%Description NoSamples -- Washed through overburden TOP OF ROCK I II IIRoller bitted to 16.0 ftII I NX-1 16.REC =Gray, mixed fine and mediumDIORITE;-21.0 92%RQD =55%semi-schistose in texture.Moderatelyjointedwith severalhighanglejoints.Generally hardand fresh throughout withminor clay infilling onslicked joint surfaces.NX-2 21.REC =Similar to NX-1,moderately hard; vuggy in places with 26.0 100%severalweathered,highanglejoints.RQD =67%NX- 3 26.REC =Similar toNX-2;moderatetosevereweathering on 31.0 joint surfaces.

RQD =68%of BottomboringEl.15.9*31.0*Groundft Depth to WalerNot Taken BORING NO. G-11-of 1 -Proj. No. :

7286 Date: October 8. 1974 Described by:

BORING NO.

1 Proj. No. :

7286 Date: Described by: Pitt Sample No.Depth Number of Blows per Description S-l 1.0 l-4 Brown-black soft PEATand organicSILT, highly decomposed, root mass throughout.

6-6 Gray-dark brown mottled,loose fine tomediumSAND, little to trace silt.

---

COLORCHANGE --- Gray, slightly micaceous, similar to s-2 5.0-6.5-12-21-28 s-3 10.10.9 hammer. Gray, homogeneous CLAY Hammer. High plasticity Bottomhole of Roller bittedrefusal.Bedrock or large boulder.

Endofexploration.

1.5.11.Ground Elevation.

Depth to Water Level: Not Taken OF Locationadjacent toWater:encountered Coord. 21, October 3, 19747 2 8 6 Date PitGround Elev. :

Soil O-1.0 Black-brown fibrous PEAT and organic SILT

1.0 TPSamplelight

brown-yellow brown, loose, silty fine SAND, cobbles found. throughout.

Test pit was hand dug to a depth of approximately2ft 1.0' APPENDIX DrillingCo., Inc.WATER STREETPROVIDENCE, R.

TO ADDRESSC iI i------ISAMPLES SENT TO NO. LINE 8 STA.

OFFSET I LOCATION OF BORING:

SHEET SAMPLE ChongeIDENTIFICATIONType of etc.seams ond No-S i l t very dense Brown fine trace coarse sandfine to coarse 9*moist hard clayey to medium sandto coarse gravel (TILL) 5 1*16.5*Bottom of Boring16.5*.I GROUND SURFACE TO *HENUsed on0.

SUMMARY

trace0 O-IOLoose IO.30 Med. Dense Dense+ Very o.4 Soft 4.8 some 201035%Sompte Type O-Dry W-washed UP: V=Vone Test Undisturbed O F 1 TO to i I START Hours ,*.American DrillingBoring Co., Inc.

WATER STREET ADDRESS LOCATIONENGR.U Hours GROUND WATER OBSERVATIONS SENT TO COMPLETE TOTAL HRS.

DATE NO.LINESTA.I OFFSET SURF.CASINGSAMPLER Sue I.D.l-3--Hammer Wt.BIT--LOCATION OF BORING:

GROUND SURFACE TO USED 45 2 I From - To on Blows per III Sampler TO I Moisture Density or honge- -14.5 4*1*THEN I3rown fine silty sandfine-coarse IBoulders ifinetrace fine gravel, trace of

,(Refusal cas.-12*6-drilled w/roller bit to 14*6)- ---SOILIDENTIFICATIONType of hord-Bottom of Boring14.5*SILT (Tonsoil) and etc.SAMPLE No. Pen Re:

2 1 24 Sample Type Used Wt.onSampler 0 IO Dense o n d,+ Very Dense UP:Patton Test UT= Undisturbed Thinwoll some 201035%

IO-30 Med. Dense u-4 4-B WATER WATER STREET Hours DrillingCo., Inc.tiommer 0.ADDRESS CASING SAMPLERCORE BAR.3NO BIT COMPLETEINSPECTOR TOTAL HRS.

START SOILS SHEET DATE HOLE NO.LINESTA. OFFSET SURF. ELEV. LOCATION OF BORING

--per 6Moisture Sample onSampler Depths Chonge From- TO S wet soft I Brown SILT 24 II 612*7si Brown silty Gray CLAY wet 3 stiff 4 , tii 6*18*12 sandy 17 50 45.30 28* fine I S 44 25 58 ium gravel II Used on 20.D.Consistency 0 o-4 Soft O-IOLoose UP: littleIO IO-30 Med. Dense 4-8 some 30-50Dense f ond 351050%Very Dense

.GROUND SURFACE TO . TestA-Auger V-Vone Test UT= Undisturbed stiff wet very dense Gray silty f ine-med Bottom of Boring34*10Refusal silty sandy GRAVEL

--I D.Hommer Hours SHEETDATE LINE 8 STA. OFFSET SURF.WATER OBSERVATIONS I--P COMPLETE TOTAL START 3.H o m m e r SOILS LOCATION OF BORING:

American DrillingBoring Co., Inc.

100 WATEREAST PROVIDENCE, R.

AtomicCo.TO ADDRESS -I LOCATION SAMPLES SENT TO CASINGSAMPLERCORE 1*6 after-23 Hours

--Sample SAMPLE.4*j 19*22.5*GROUND SURFACE TO Proportions Used onSomplcr Sample Type Density W-Washed V-Stiff UP= Undisturbed TestTest Blows per 6 tmce0 little some ,+ Very Dense Brown fine sandy SILT Brown finecoarse sandfine-coarse gravel trace of silt SOIL IDENTIFICATIONType ofhard-ond Gray siltyfine to coarse gravel Bottom of22.5*RefusalRoller Bit (ionsoi.lSILT CohesiveConsistency o-4 Soft 4-8 M/Stiff Stiff

_ __ Hours A t - I D.AmericanGo., Inc.100 WATER STREET Co TO I-CASINGSAMPLERCOREBARam START sCOMPLETE TOTAL HRS.

INSPECTOR . .BIT___SOILS ENGR.-I , GROUND WATER OBSERVATIONS Al Moisture per 6Blows Depths From- To or loot 1 dense 1bit Used D -Dry UP: some 351050%V-Stiff Test UT-Undisturbed Thinwoll. . . . , LOCATION OF BORING-O-IOLoose IO- 30 Med. Dense 30-50Dense Very Dense Casing Refusal9*Top of TILL 9*sampled SHEET DATE HOLE NO. LINE OFFSET SURF. ELEV. WATER STREET Yankee Electric Co.

ADDRESS I Co., Inc.i OUR JOB NO. .I!.GROUND WATER OBSERVATIONS Al o f t e r- Hours ofterHours Hammer Wt.BIT IS H o m m e r

_ _ _Sue I.D.START COMPLETE.TOTAL HRS.

BORING FOREMAN,INSPECTOR SOILS ENGR. LOCATION OF BORING:

GROUND SURFACE TO USED Blows foot 30 From- To Depths Blows per 6 6 Moisture Density or--LZII THEN Gray finefine to coarse Bottom of19*6Refusal w/roller bit RemorksType of ness,seoms ond etc Casing Refusal9*Strata change (TILL)silt onSompler CohesionlessCohesive ConsistencyO-IOLoose IO-30 Med.

Dense Dense+ Very Dense Used little some ond35 0 o-4 Soft 4-8 M/Stiff T y p e Dry C UP: Test A t - ofler _ _ _

after - -Al DrillingBoring Co., Inc.

WATEREASTR DATE HOLE NO.LINESTA. OFFSET LOCATION OF----RemorksType of elc SAMPLE ond etc--Refusal Strata(TILL)11'6 Gray fine coarse silt 23'2 Bottom of Boring23'2" Roller Bit Refusal GROUND SURFACE TOI on 20.D.D-Dry Type Cohesive O-IOLoose UP:IO 1020%o-4 Soft 4-a A-Augers o m e I..START TOTAL FOREMAN ENGR.CASINGCORE BAR.I.D.Wt.GROUND WATER OBSERVATIONS ADDRESS Circrll.7t.i--LOCATION 7 SHEET American DrillingBoring Co., Inc.

WATER STREETEASTR.SAMPLES SENT TO I i O U-- RI SURF. ELEV. TOc HOLE NO.LINE STA. OFFSET TOTAL GROUND WATER OBSERVATIONS CASINGSAMPLERCORE BAR s/s----START-COMPLETE HoursINSPECTOR I , Al wt.....LOCATION OF BORING etc Pen- - -Refusal 24 3 17 wet dense I I bit refusal Proportions Used Somplc Type littleIO 1020%UP-Piston Test Dense I.Dry C-CoredI0 O-IO Med. Dense finefine to coarsesilt: SOIL IDENTIFICATIONSAMPLE Remorks includeof Bottom of Boring13'Roller Bit Refusal on Cohesive consistency o-4 Soft 4-8 M/Stiff seoms ond etcNo SHEET American Drilling Boring Co., Inc.

100 WATER STREET TO ADDRESS I LOCATION i SAMPLES SENT TOt o GROUND WATER OBSERVATIONSCASINGSAMPLERCORE BAR.Hours START COMPLETE TOTAL HRS.

BORING FOREMAN SOILS I of D Wt.BIT H o m n e r- -DATE HOLE NO.LINESTA. OFFSET SURF. ELEV. 4 UP-LOCATION OF BORING:

GROUND SURFACE TO USEDCASING: Type1015 A-AugerTest I s o m e 3 I I 0 IO. .IO-30 Med. Dense Used 25 6-1*HEN CoredI Bottom of Boring25*6cored Gray QUARTZ onSampler Cohesive oSo t 4-8 OVERBURDEN OFFSET I SURF.of Hours--3__TOElectric LOCATION STREET DATE HOLE NO. LINE STA. INSPECTOR ENGR.START COMPLETE TOTAL HRS.

SHEET American DrillingBoring Co., Inc.

O F 1 E l e v SAMPLE etc seoms ond etc SOIL Remorks IncludeType of OVERBURDEN Cl 60*II II I Bottan ofboring- 22*

Gray DIORITE CASING:THENo Used s o me 4-B*Stiff I..4 GROUND SURFACE TO Somplc I on 20.D.CohesiveConsistency F LOCATION OF BORING-

SUMMARY

7-22-O-IOLooseo-4 SoftHord trace0 little GROUND WATER OBSERVATIONS CASINGSAMPLERCORE BAR.Hommer Wt.

Hommer TestTest D -Dry UP:

--Sue I D.--_______ I 6"on Moisture SAMPLE of Blows From- To No Pen- - -I II OVERBURDEN I I 21' -26' C 4 I I I GROUND SURFACE TO USEDII II Bottom of Boring31'Gray DIORITE Include color,Type of type,hord-seoms ond Sample Proportions Used some Wt.on 20. D.

Cohesive IO-30 Med. Dense4-8 M/Stiff Dense..O-IOLooseo-4 Soft C=Cored UP-TestV-Vane Test American Drilling & Boring Co., Inc.

WATER STREET SHEET DATE NO.LINESTA- - -- -.__SAMPLES SENT TO Yankee

---

A D D R E S S LOCATION OF BORING-At Hours CASINGSAMPLERCORE BAR.COMPLETE TOTAL START., SOILS ENGR. GROUND WATER OBSERVATIONS SHEET American Drilling Boring Co., Inc.

SAMPLE No Pen SOIL RemorksType of etchord-ness,seoms and---710 I 21 wet.dense Bottom of Boring- 11*

GROUND SURFACE TO USED II THEN Proportions Used 351050%littleIO some Wt.on0. Sampler Cohesive O-IOLoose 4- 8M/ S t i f f v o - 4....Sample Type UP: Undisturbed Piston Test UT-IO-30 Med.

Dense Dense Very Dense OF BORING: COMPLETE---I.D.Hours Hommer ,.H o m m e r WATER STREETR I TOcc LOCATION Top of Ground GROUND WATER OBSERVATIONS CASINGSAMPLERCURE BAR.1 SOILS ENGR. DATE HOLE NO. LINE STA. OFFSET UPDATED FSAR APPENDIX 2G STATIC DYNAMIC ROCK PROPERTIES The information contained in this appendix was not revised, but has been extracted from the originaland is provided for historical information.

Amendment 45 FSARJune 1982 APPENDIX 2G STATIC AND DYNAMIC ROCK PROPERTIES TABLES Table Title Unconfined Compression Tests Laboratory Compression Wave Velocity Measurements Strength, Velocity and Hardness Data, Samples from Tunnel Alignments 45

---

Tunnel127.5-127.9DioriteDiorite 16,130x9.9 x 106 13,950 Near ReactorsB7 28.2Schist 17,94011 x 10610 x 106 ContactB42123.5-123.9DiabaseSchistSchist 27, 600x 10610 x 1069.1 x 1068.0 x 10610 x 1067.4 x 106 TABLE UNCONFINED COMPRESSION TESTS UnconfinedAxialInitialSecantPoisson's Ratio TestHoleRockCompressiveStrain@TangentModulusInitialSecant No.LocationNo.DepthTypeStrengthFailureModulus50%LoadValue50%Reactor 1El-l31.8DioriteDioriteDioriteDiorite Reactor 250.0DioriteDioriteDioriteDioriteDioriteDiorite12 x 10612 x 106 19,5209.3 x9.3 x 10613 x 10611 x 106 18,02012 x 10610 x 106 Failed by splitting.Do not report.

15,53012 x 1069.9 x 106 5,97012 x 1069.7 x 10610 x 106x TunnelF2246.3-246.7Schist6,060Schist6,000Schist6,330 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.

Test No.LocationHole No.Reactor 1 Reactor 2 Reactor 2 B 42 BContact B 42 GContact Tunnel Tunnel E l - l B 42 B 42 F 2 TABLE LABORATORY COMPRESSION WAVE VELOCITY MEASUREMENTS Depth (Feet)Rock Type 79.9 80.3 Diorite 51.2 51.6 Diorite 139.1 139.4 Diorite 122.5 123.0 Diabase 141.8 142.3 Schist 128.7 129.2 Diorite 259.0 259.4 Schist Laboratory Compression Wave Velocity 0 psi3000 psi 2.81 19,460 19,880 2.83 18,860 19,090 2.77 20,050 20,300 2.84 18,600 18,800 2.77 16,960 17,320 2.79 20,050 20,340 2.86 18,110 18,370 TABLE 0 16.193 16.437 16.479 16.496 16.631 17.911 16.771 16.111 16.621 16.071 17.611 17.07, I.9 9.9 4.m , 6.32 6.01 4.01 m SERIES El 1 ID 6.U I 71 33 69 47 I2 60 61 Is 46 67 37 I l.U 2.61 6.11: 6.36 3.61 6.13 3.33 7.: 70'3.23 6.00 6.94 4.66 7Y 6.9 76' 12.1 9.1 16.4 4.66 4.76 99 10.: 36 32 3.72 2.76 3.26 4.03 2.61 2.71 4.04 3.42 2.61 2.72 3.16 3.41 4.01 19.306 7.026 6.910 19.163 24,796 19,036 0.24 0.94 1.46 0.91 0.39 1.44 0.31 1.43 1.36 1.07 quartz, very*lcrr.med.to feldspar.*ical.med. to fine*lcu; rd.rd.with quartz-rich to to rd.sulfides;only schistto nll but pn-*rlst,n# but STRENGTH, VELOCITY, AND HARDNESS DATA SAMPLES FROM TUNNEL ALIGNMENTS M-l M-I M-17 f-6 17.404 17.691 IS.014 17.336 16.747 17.624 16.066 16.627 I67.0.267.1 266.6-267.6 267.0-267.7 73-64 73-66 73-w 73-I)73-62 16.992 16.271 16.370 16.410 14.996 17.063 16.343 16.662 17.606 16.492 16.312 16.616 16.014 16,996 17.007 16.423 16.640 16.627 2.93 2.m 2.73 2.11 2.71 3.01 2.11 Amendment 45 June 1982 FSAR APPENDIX 2G STATIC AND DYNAMIC ROCK PROPERTIES FigureTitle Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve Unconfined TestStress-Strain Curve 2610Unconfined TestStress-Strain Curve 2611Unconfined TestStress-Strain Curve NOTE: The stress-strain curves shown in Figures through 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 00.10.20.3 0.AXIAL STRAIN 0 00.10.20.3 Diorite= Modulus of DeformationEl-l Depth 79.1 to 79.5 UNCONFINED TEST E 1 F STRESS -STRAIN CURVE FIGURE STRAIN AXIAL STRAIN 00.10.20.3 itfi 1n 0^ o 1)0. iV .4v .V Diorite M = Modulus of DeformationDepth 49. to 50. Oft UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE 00.10.20.3 AXIAL STRAIN STRAIN C0.20.3 0 Diorite=of Deformation Depth 50.4 to 50.8 ft UNCONFINEDTESTSTRESS-STRAIN CURVE FIGURE AXIAL STRAIN 0.10.20.3 AXIAL STRAIN Schist Depth 139.4 to 139 M =of Deformation UNCONFINED TESTJ STRESS-STRAIN CURVE FIGURE FIGURE AXIAL STRAIN 0 0.20.3 Schist UNCONFINED TESTSTRESS -STRAIN CURVE

=of DeformationDepth 141.9 to 142.3 STRAIN. %c0.10.20 0 0.10.3 AXIAL STRAIN UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE7 Schist Depth 27.8 to 28.2 MDeformation AXIAL STRAIN Diabase M =of DeformationB-12 Depth 123.5 to UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE AXIAL STRAIN Schist M = Modulus of DeformationB42 Depth 141.3 to 141.

AXIAL STRAIN %

AXIAL STRAIN UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE AXIAL STRAIN 0 00.10.3 AXIAL STRAIN 0.10.3 II/ a x.Schist M =of DeformationDepth 142.7 to 143.1 ft UNCONFINED TESTSTRESS-STRAIN CURVE FIGURE AXIAL STRAIN M I0 2.Diorite Depth 127.5 to 127.

M =of Deformation AXIAL STRAIN 00.10.3 UNCONFINED TEST F IA STRESS-STRAIN CURVE FIGURE1 UPDATED FSAR APPENDIX 2H ROCK STRESS MEASUREMENTS IN BORING The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.

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

934 Main Street Winchester, Massachusetts 01890 STATION ROCK STRESS MEASUREMENTS IN BORING CONTENTS Page

SUMMARY

1.INTRODUCTION

1.1 Background1

1.2 Purpose1 1.3 Scope1 2.METHOD OF MEASUREMENT

2.1 General

2.2 The Overcoring Technique

2.3 TheGage

2.4 Measurement of Modulus of Rock

2.5 Computation

of Stresses 3.TEST DATA AND RESULTS

3.1 Calibrations

3.2 In Situ Stresses and Directions8 4.DISCUSSION OF RESULTS9 APPENDIX A MEASUREMENT OF STRESSES IN ROCK BY OVERCORING IN VERTICAL HOLE APPENDIX B MEASUREMENT OF MODULUS OF ANNULAR ROCK CORE GEOTECHNICAL ENGINEERS INC.

GEOTECHNICAL ENGINEERS LIST OF TABLES TABLE 1 CALIBRATIONS TABLE 2TEST CONDITIONS FOR STRESS MEASUREMENTS TABLE 3 DATA AND RESULTS OF STRESS MEASUREMENTS LIST OF FIGURESLog of Boring3Log of Boring El-lPhotograph ofGage SystemPhotograph ofGagePhotograph of Rock Modulus CellData from Stress Measurements, Test 8Data from Stress Measurements, Test9Data from Stress Measurements, Test10Data from Stress Measurements, Test OClA-7Data from Stress Measurements, Test12TestHole DimensionsTestHole DimensionsTest OClA-6 Hole DimensionsTest OC-7 Hole DimensionsTest OClA-9 Hole DimensionsPhotographs of Annular Cores, Hole18Summary of Stress Measurements

SUMMARY

Rock stress measurements were made in June and July 19*73 at depths of 33 ft to 42 ft in vertical Boringis about 34 ft from the center of proposed Reactor No. 1 of The results of five measurements ofstresses 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 EThese 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 Boringand 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 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 thewhile making deformation measurements in the inner hole with thegage.GEOTECHNICAL ENGINEERS INC SEA BROOK STATION ROCK STRESS MEASUREMENTS IN BORING 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 Station were made in the spring of 1969 by Weston Geophysical Research. These measurements indicated that the velocity in the 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 Boringat 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 at Station for the purpose of measuring in-situ stresses. Eleven measurements GEOTECHNICAL ENGINEERS were made using the overcoring technique.Each measurement consisted of three deformation readings in the horizontal plane on axes oriented apart. Of the eleven attempts, the data from five ofmeasurements, 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 equipmentduring overcoring.

Moduli of elasticity of the rock were measured (a) on two annular cylinders of rock removed after overcoring, and intact specimens oriented such that the load was* in the direction of the axis that was horizontal in-situ. Thesewere 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 Leunder the direction of Geotechnical Engineers Inc. The drilling was performed by the American Drilling and Boring Company.

GEOTECHNICAL ENGINEERS 2.OF MEASUREMENT

2.1 General

The overcoring technique consists of three phases:

Measurement ofexpansion 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 Boringand 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.

Thegage, 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 thegage was lowered into the hole.The measuring points on thegage 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 was then carried out.

Readings of deformation on three axes 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 TheGage

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 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 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 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 ofhole. 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 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 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.

ENGINEERS Ek P Ek PI The direction of stressis obtained from the formula: :

tan'To supplement the measurement of modulus onannular cores, intact specimens of rock from Boringfrom depths where stress measurementsmade, were tested in unconfined compression. The specimens were loaded in the direction ofaxis in-situ so that the loadinsame 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 followingfrom Obert where:= Stress at center ofcircles of stress, psi q = Radius ofcircle 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.

= Horizontal expansion of the diameter of the overcoring. The subscripts refer to axes that are 120 apart in the plane perpendicular to the axis of thegagein this case horizontal. R is the reading in microinches/inch and k is the instrument calibration in in.

From the valuesandone can compute the largest and smallest stresses in the plane perpendicular to the axis of thegage from:

where:= angle measured from the direction of R 1 to the direction of in the counterclockwise direction.

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

Equation (5) is subject to the following restrictions:

Ifand2R 1, then 0 and2R1, then Ifandthen 2 R 1 then but(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 ratio of the rock.

ENGINEERS 3. TEST DATA AND RESULTS

3.1 Calibrations

The results of calibrations ofinstrument and measurements of rock modulus are shown in Table 1. Direct calibration of Instrument, No, 2 with a micrometer yielded k = 10 in..Sincecan be read, the instrument can be used to discern movements in theas small as 5 xInstrument, No. 1 wasdirectly, but it is capable of discerning movements of 2 x 10 in. in the borehole.

Thegages were calibrated under conditionsto in-situ conditions by using an annular aluminum cylinder of known modulus (10 xpsi) as a standard. Table 1 shows that Instrument No. 2 yielded k =, as compared with 10for 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 in.for Instrument No. 2 is the better value and was used herein.

• Similarly k = 4.4was used 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 broke and had to be glued with epoxy to complete the test, T he results in Table 1 show that the moduli of the two cores were 4.1 and 3.0 xpsi. The modulus for the pegmatite (Test OClA-2) was assumed to be 4.1 xpsi 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.GEOTECHNICAL ENGINEERS INC.

Rebound Modulus From Test Specimens were cubes 1.2 in. on side.

The range of possible moduli of the granodiorite is from about 3 to xpsi. 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 xpsi 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.

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

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 Tests7, 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 planeis compres-sive, ranges from 150 to 2150 psi, and averages 1240 psi. The smallest normal stress in the horizontal planeis also compressive, ranges from 50 to 1570 psi, and averages 860 psi. The direction of is N 40 In giving thisdirection for Testis neglected because the stress was so small in that test that the computed direction is not 4. DISCUSSION OF RESULTS The stresses and directions in Fig. 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 theof thesatisfactory measurements, since inherent variationsthe 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 psibars)for the minor stressplane. The vertical stress is equal to the overburden pressure of about.psi, At the bottom of Fig. 18 is a tabulation of some known previous stress measurements in New Englandand Sykes, 1973). The general agreement.

between the stresses atand those elsewhere in New England is clear.

The direction of the major stress is also inagreement. 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 thisis 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 Stress and Seismicity in Eastern North America: An Example of Society of America Bulletin, Volume 84, No. 6, p. 1871.

Reference 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 Change in Reading per 10 Instrument No.for each Channel, Calibration Avg 2 100 100 103 101 10 B. CALIBRATIONS USING ANNULAR CORES IN ROCK MODULUS CELL No.Change in Reading per for each Channel, psi k E Medium- -76 78 76 77 4.4 10 Al 40 41 39 8.6 10 Al 41 39 39 40 8.6 10 Al 200 173 192 188 4.4 4.1 diorite 135 140 130 135 3.0 diorite Underlined values computed using equation for thick-walled cylinder under ex-ternal pressure for OD = 4.31 in, ID = 1.50 in.:=The quantity is equal to the diametral deformation.

33 369 383 393 415 Granodiorite Granodiorite Granodiori te Granodiorite 2 1 2 2 2 Calib.k in.8.6 4.4 8.6 8.6 8.6 4.1 4.1 4.1 3.0 3.0 285 165 285 255 240 Modulus E psi True Azimuth Channel deg.TABLE 2 TESTFOR STRESS MEASUREMENTS in. = microinches

= micros train k = instrument calibrationE = modulus of elasticity used for compu-tation of stresses (see Table 3)

All tests performed in vertical BoringCoordinates 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.

ENGINEERS TABLE 3 DATA AND RESULTS OF STRESS MEASUREMENTS ReadingChangeduring Overcoring in psi Compressive Stress tal Plane Bearing of psi 1335 1025 N 38 E 80 95 (1090)5 36 9 20 30 0 150 50 N 55 38 3 60 110 90 1190 850 39 3 250 150 250 2150 1570 N 45 E 250 (1710)75 E)250 15 0 (1970)(1470)60 E)41 5 90 195 100 1400 800 N 48 E 195 100 (1470)36 E)1)Readings are shown for data from Channels 1, 2, and 3 on instrument. For all tests exceptthe numbering of the channels, eachapart, was counterclockwise. Forit was clockwise. In the equations for com-putation of the angle between theand the Channel 1 directions, the number-ing is assumed to be clockwise. Hence for all but Testand 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.

GEOTECHNICAL. ENGINEERS FIGURES Bottom PX Hole PX Barrel-Start Measuring Point PX Barrel-Finish BottomHole Electric Geotechnical Engineers, Inc Atomic STATION SKETCH OF HOLE DURING OVERCORING

10. 1973FIG. 1 Hose andfor Gage NW Casing 0 (El. 28 Overcoring Barrel in. OD, 4.2 in. ID ENGINEERS Ton El.28.0 Multiple drilling breaks.,\\joint Drilling break Drilling break Drilling breaks Feldspar-Multiple joints, with piecesnesiumBiotite 10%

fromto long. Dip from 20 toPegmatite dike, coarse Contact dip Quartz diorite as above.

Joint set intersecting at.6Tight joint Joint slightly rusty Rusty joint Rusty joint Two tight joints Joint rusty Tight joint broken by drilling joint Rusted joint tight joints, rusty Quartz diorite. Dark gray, medium

.massive texture. Quartz dip.Quartz diorite as above.

Pegmatite dike,wide, at about Contact:dip dike, coarse N 20413; E 79671byI*.REMARKS Log isto 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 away, shown in Fig. 3. Depth of stress measure-ments are shown above IFIG. 2 30 32 34 40 42 44 Top El.25.9Dec. 26, DIPOF CORE GRAPHIC Quartz diorite, medium finemedium Massive(not.foliated.65 Dip Diplets as shown.

Quartz diorite, as above, hlassive, medium fine medium grey.-on low angle (3)Core- R u s t y allyby to moderate weathe-jointsevening on joints as Most joints dip ab 10to in-joints Breaks on angle ing minor vuggi Chips, rustyock is fresh.

Sli joint rustto minor slightcoatings ght weather-30-to 1.5* in-- weathering 4 on some joints.

40 Breaks to pieces Joints are nor-rustmally clean.

jointNot rusty..minor rust

\roughtodips. Joints slight weather- not ingas shown.Rock is fresh.

angle joints Quartz diorite as above.

Mostly medium fine medium grey low angle 35 ) joints to 2intervals.

to piecesslightlySlight to w e a t h e r e d, weathering, rust rustyon occasional joints as shown.

Rock becomes Quartz diorite 72.6* depth. on intrusive, welded contact.

REMARKS The total depth of this boring is 150 ft, as shown in the log submitted by J. R. Rand for the for 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.

FIG. 3 20 STATION LOG OFEl-l Coordinates:20400; E 79675 J. R. Rand GAGE SYSTEM BOREHOLEGAGE (vinyl sheath removed)

ROCK MODULUS CELL ENGINEERS Depth of Measuring Points 33 ftin.12345678 Depth of Overcoring, in.

Instrument116in. /in. = 0.001 in.

Note: Hole I.D. = 1.495 in.

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

Massachusetts STATION DATASTRESS MEASUREMENTS

'TEST 8, 1973FIG. 7 Project 7286 TEST 0246812 Depth ofin.Instrument230in. /in.0. 001 in.Hole I.D.in O.D. -4.31 in.

Project Aug. s,FIG.1000 200 400 200 300 500 400 700 600 800 0 Depth of Measuring Points Atomic Electric Company Engineers, Inc.

DATA FROM STRESS MEASUREMENTS Yankee Electric Company STATION Project 7256 Depth of Measuring Points 38 ft 3 in.

0134567 Depth of Overcoring, in.

Calibration 116in. /in. = 0.001 in.

Note: Hole I.D. = 1.495 in.

O.D.4.31 in.DATASTRESS MEASUREMENTS TEST Aug. 8,FIG. 9 STATION 200 100 0 200 100 0 300 200 100 0 124567 Depth of Overcoring, in.

Instrument Calibration 116 in. /in.0. 001 Hole I.D. = 1.495 in.

0. D. = 4.31 in.

Yankee Atomic Electric Company GeotechnicalInc.Winchester, Massachusetts Aug.1973FIG. 10 GEOTECHNICAL ENGINEERS DATA FROM STRESS MEASUREMENTS TEST Depth of Measuring 1345678 Depth of Overcoring, in.

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

Note: Hole I. D. =

1 . 4 95 in.0. D. = 4.31 in.

DATA FROM STRESS Yankee Atomic MEASUREMENTS STATION Electric Company TEST Geotechnical Engineers, Inc.

, Aug. 8, 1973FIG. 11 Massachusetts Project 7286 GEOTECHNICAL ENGINEERS NW Casing PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID 4.5 4 in.33 ft, 5.5 in. BottomHole 3 3 ft, 6 in.PX Barrel-Start 33 ft, 10 in.Measuring Point 34 ft, 3 in.PX Barrel-Finish EX Hole 1.5 in. ID 35Bottom Hole andfor Gage I STATION , Project 7236June 20, 1973FIG. 12 TEST HOLE DIMENSIONS GEO*TECHNICAL ENGINEERS Yankee Atomic Electric Company Gcotechnical Engineers, Inc.

Winchester, Massachusetts 028 NW Casing Overcoring 5.0 in. OD, 4.2 35 ft, 9 in.36 ft, 5.5 in.

36 ft, 9 in.

-- 3 7 ft, 5.5 in.

I1 EX Hole 1.5 in. ID 37 ft, 7 in.TEST HOLE DIMENSIONS Geotechnicsl Engineers, Inc. Winchester,7286 Yankee AtomicSTATION Electric Company Hose and Wires for BottomHole PX Barrel-Start Measuring Point PX Barrel-Finish Bottom EX Hole June 27, 1973FIG. 13 GEOTECHNICAL ENGINEERS INC.

NW Casing-I-Hose andfor Gage 37 ft, 10.8 in.

Bottom Px Hole 37 ft, 11.3 in. PX Barrel-Start 38 ft, 3 in.Measuring Point II I-- 3 8 ft, 6.5 in. PX Barrel-Finish 4.2 ln.i EX Hole 1.5 in. ID 39 ft, 11.8 in. Bottom EX Yankee Atomic Electric Corn STATION TEST OCIA-6 HOLE DIMENSIONS eotechnical Engineers, Inc.

PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID GEOTECHNICAL ENGINEERS INC.

HoseWires for Gage NW Casing PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID I 38 ft, 8 in.Bottom PX Hole 38 ft, 11.5 in. PX Barrel-Start 393 in.Measuring Point

-- 39 ft, 6.6 in. PX Barrel-Finish in.EX Hole 1.5 in. ID ft,in.EX Hole Yankee Atomic STATIONTEST OC HOLE DIMENSIONS Project Engineers, Inc.

U-inches ter, Massachusetts June 28, 1973FIG. 15 GEOTECHNICAL ENGINEERS INC.

H o s efor - -Gage NW Casing PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID iII--6 in.II I EX Hole 1. 5 in. ID 42 ft, 3 in.Bottom EX Hole 40 ft, 1 1 in.Bottom PX Hole 41 ft, 1.5 in. PX Barrel-Start 41 ft, 5 in.

42 ft, 3.5 in.

Measuring Point PX Barrel-Finish

, Project 7256 STATION GEOTECHNICAL ENGINEERS INC.

HOLE DIMENSIONS TEST June 29, 1973FIG. 16 Yankee Atomic Electric Company Gcotechnical Engineers, Inc.

CORES FROM STRESS MEASUREMENTS FIG. 1*7 GEOTECHNICAL ENGINEERS INC.

TRUE NORTH 2000 psi W Boring N 20413, E 79671, El. 28 Depth to MAXIMUM IN-SITU COMPRESSIVE STRESSES ON HORIZONTAL PLANE Nuclear Station, New Hampshire June July, 1973 PREVIOUS STRESS MEASUREMENTS NEW ENGLAND Location Mass.W. Chelmsford, Mass.bars54354576 BearingRock Type N 14 EGranite N 4WDolomite N 2WParagneiss N 56 EGranite8559N 40 EGranodiorite145)(3 106)All stresses measured at depths less than 50 m (160 ft)

Stresses are compressive One bar is 14.5 psi L. and Sykes, L. R. (1973)Compressive Stress and Seismicity in Eastern North America: An Example of Intra-Plate Tectonics, Geological Society of America Bulletin, Volume 84, No. 6,1871.Yankee Atomic Electric Company STATION Project 7286

SUMMARY

OF STRESS MEASUREMENTS Sept. 7, 1973Fig. 18 , Barre, Vt.

Proctor, Vt.

Geotechnical Engineers, Inc.

Winchester, APPENDIX A GEOTECHNICAL ENGINEERS INC.

11.-2-8.Measure accurately (toin.) 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.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.

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 (orper 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.

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 in.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 CEOTECHNICAL ENGINEERS INC 16.Inflate the instrument to a pressure of about 4greater than the water pressure at that depth, but not greater than about 6above 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 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 coring. Drill at a rate of aboutin. 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:

TIMEDEPTH 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 nearestin. 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.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 GEOTECHNICAL ENGINEERS 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.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. byin.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 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.Datasheets,formattached.6.Orientation rods for setting the gage elevation and formaintaining orientation of gage.7.Compassfordeterminingorientationof gage.APPENDIX A GEOTECHNICAL ENGINEERS OVERCORING READINGSII, NEW HAMPSHIRE DepthsProject No. Date Test Bot. 5-in. HoleDriller Rot. EX Hole Engineer Pins on Gage Weather Dimensions in Page 7 Strain Gage Readings 4 5 I i I I I Geotechnical Engineers, Elapsed Time 1 2 3 4 5 7 8 10 11 12 13 14 15 16 I I I 1 2 3 Depth No.Hole Location El. Top of Hole El. Datum Orientation of Gage APPENDIX APPENDIX B MEASUREMENT OF MODULUS OFROCK CORE Geotechnical Engineers Inc.

September 1973 1.Prepare rock modulus cell by inserting membrane,with hy-draulic fluid (trapping as little air as possible) and securing end plates.

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

3.Insert core in cell.

4.Insertgage 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 coring (after subtracting in-situ water pressure).

6.Connect leads fromgage 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 rockin increments of 500 psiuntil the compression of the diameters is equal to theirextension during 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.Repeat the loading and unloading until results are consistent.

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:

GEOTECHNICAL ENGINEERS INC.

B 2P whe re :=deformation instrument calibration R = instrument reading d = I.D. of core b = 0. D. of core P = external pressure E = rock modulus GEOTECHNICAL ENGINEERS INC 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 ADDITIONAL PLANT-SITE BORINGS FOR WATER AND OIL STORAGE TANKS, SETTLING BASIN, RETAINING WALL, AND RIP-RAP STRUCTURES G-SERIES BORINGS STATION, NEW Submitted to YANKEE ATOMIC ELECTRIC COMPANY GEOTECHNICAL ENGINEERS INC.

1017 Main Street Winchester, Massachusetts 01890 Project 7286 October 21, 1974 TABLE OF CONTENTS Page No.

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 Summary of Boring Data FIGURESG-Series Borings; Plan of Boring Locations, Fig. 1 Grain Size Curve, TestTP Sample, Fig. 2 1 1 1 3 3 3 APPENDIX I Boring Logs and Description of Exploratory Test Pit APPENDIX IIDriller's Logs

1.0 INTRODUCTION

1.1 Purpose

The purposethe 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, 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 BasinA 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 forIn 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.

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 theto refusal using a roller bit.Based on the results of geophysical surveys andborings 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 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 Boring No.

Boring Location As-boredGround Elev Depth toDepth to Top of Tillof Bedrock G-l G-2 G-3 G-4 G-5 G-6 G-7 G-8 G-9 G-10 G-11 G-12 Oil Storage Tank Settling Basin (Inlet)Settling Basin (Outlet)Settling Basin (additional)

Retaining Wall Retaining Wall Retaining Wall Retaining Wall Rip-Rap8.0- -15.95.0- -9.428.0--9.619.0--7.89.09.7"10.811.523.2"10.519.0"--10.5--6.8--15.9--11. o**Inholes the boringto refusal and no rock was cored. However,on the results of geophysical surveys and other borings drilled into bedrock in the vicinity, it is believed that refusal does correspond tobedrock surface.

FIGURES 111/11111111111

--s.L______, TP=1 0'100'200'300WO_..Pr MOM.,--_____.

• -.' '0....._1111 111117111,11.:".11. -ILI 21,000-1 /11111111.000 P'xii i' IRE Ellt i rilli l ltill i g at i tal b lEEME IV illiallik tratillittE_

MIIMERADIONEw 1;C3`ill (.111111111111111111PLi-Zs.'

G-, -'=.---th---) r---1111-::- - k:: 20,00C 1 0, ,-,-17timmrdww

--T--s oo.wim-.V ,4---.4'VIIMI-.R /t A PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION SEABROOK STATION SITE TOPOGRAPHY AND PLOT PLAN PLAN OF BORING LOCATIONS UNITED ENGINEERS G CONSTRUCTORS GEOTECHNICAL ENGINEERS, INC.

OCT. 17,1974FIG.I0- SERIES BORINGS Lab. 4-3, rev. 0 28 May 74 U.S. STANDARD SIEVE OPENING IN INCHESU.S. STANDARD SIEVE NUMBERSHYDROMETER 70 100 140 200 10 20 0 00 III I I 100505 0.10.050.010.005 GRAIN GRAVEL OR CL A Y I COARSECOARSEMEDIUMI Yankee Atomic Electric Co.

Station Geotechnical Engineers, Inc.

Winchester, Massachusetts GRAIN SIZE CURVE TEST PIT TP SAMPLE Project 7286 1974Fig. 2 APPENDIX I of No. : 7286 NO.Ground Elevation Depth toLevel:at ground elcv. 0700; Date: Sent. 30. 1974 Described by:Pitt Sample NO.Depth of per Description S-l 0. O-1.0 l-2 Black, soft PEAT and organic SILT; highly decomposed

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 Rust brown and brown slightlygravelly,sandy 32-23 SILT, trace clay. Contains gravel up to13 mm in size.

Moderate reaction to shaking test. Low plasticity.

s-3 5.0-6.5 27-39 SimilartoS-2.57 Contains gravel up to 35 mm in size.

colorchange s-4 10.0-11.5 hammer gray, very dense,sandy,gravellySILT trace clay.

hammer contains broken pieces of gravel up to 28-22 35 mm s - 5 54 hammerSimilar to S-4 12 hammer 40 Casingrefusalat16.5 Bottom of End of Exploration Sample No.Depth Nu of per Description S-l 0.O-1.0 2-5 Light brown, silty fine SAND. Contains root fibers and decomposed organic matter.

1.0-2.0 3-2 Dark brown/rust brown/gray mottled; fine sandy SILT, trace fine gravel s-2 3. o-4.5 hammerLight brown, gravelly, sandy SILT.22-42 hammerContains gravel from various 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. O-11.5 57-100 hammerGray brownbrown slightly 33 hammerdense, 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 Endof Exploration BORING NO.

G - 2 1 of 1 No. : 7286 1, 1974 Described by: Ground Elevation Depth toLevel: -5.1* measured at 0715, 1, 1974*S-l s-2 0.0-2.0 3.O-5.0 5*10-20 21-20 Brown grading to buff, soft, homogeneous SILT, trace clay. Uppercontains grass andzone.Similar to S-l, buff/rust brown mottled, contains black 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 22-32 Rust brown/buff medium dense, mottled SILT, little to trace clay.Low plasticity.

s-4 s-5 10.0-12.15.0-17.C 2-4 4-5 C 2-3 3-4 Gray,mediumstiff homogeneousCLAY;highplasticity SimilartoS-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.

graded.S-6A 20. o-21.5 20-12 Light brown, gravelly, sandy CLAY. Contains gravel pieces up to 25 mm in size 25-25.5 hammer Similar to S-6, very dense hammer (Resembles glacial till) continued)

Ground-2.1 measured at 0730, Dcscribccl by:

W. Pitt G-3-of 2-No. : 7286 Oct. 1, 1974 (Concluded)

Groundft-2.1 measured at Dcscribcd by:

NO.S-8 3 0.0 - 31. 5 25 Gray, very dense, silty fine SAND, some gravel up to 25 30 mm in size 58 s-9 hammerNo recovery hammer Casing refusal at Bottom of Endof Exploration Sample N o.Depth Number of Blows Description per S-l 0. o-o. 5 1 Dark brown, fibrous PEAT and organic SILT S-lA 0.5-2.l-l-2 Light brown, fine sandy SILTsilty fine SAND s-2 3. o-5.6-10 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 hammerSimilar to S-Z, medium dense to dense 35-60 hammer 8.0 Largecobble s-4 10.0-11.5 25-50 Similar to S-3, coarse to fine SAND 57 Widelygraded s-5 15.0 -16.2 100'0"hammerSimilar to S-4 42 60 hammer 75 S-6 20-21 Gray,verydense,gravelly,siltycoarsetofineSAND;littletotraceclay.(Till)Rollerbitrefusalat22.5 Bottom of End of Exploration Ground Elevation Depth to Water Level: Not taken BORING NO. G 1 of 1 -

No. : 7286 2, 1974 Described by:Pitt 19 Ground Elevationft DepthNot takenDescribed by: Sample No.Depth of Blows per Description Drove casing to 9.0* , where encountered strata changecasing refusal Split-spoon at 9.09.7 S -l 9.0-9.7 hammergray/brown slightly mottled, very hammerdense silty, gravelly, SAND; little to to trace clay, (Till)

Roller bit refusal at 9. 7*

Bedrock ?Bottom of Endof Exploration BORING NO. G-5 Proj. No. :

7286 3, 1974 Oct. 3, 1974 No.: 7286 Ground Elevationft Depth to WaterNot takenDescribed by: No.Depth Number of Blows per Description Drove casing to refusal9.0'Roller bitted to10.8'strata change Split-spoon attempt at 10. 8' S-l 57 8 30 hammer gray, very dense, sandy, gravelly SILT, trace to little clay.(Till)hammer Rollerbitrefusalat19.5'of End of Exploration NO. G-G1 of 1 No.Depth Number of Blows per Description Drove casing to Roller bitted to 11.5*strata change S-l 11.5- 13.0 24 92 22 hammergray, very dense gravelly, silty SAND trace to little clay. (Till)

RolflereLitted to refusal at 23.2 Bottom of Endof Exploration NC). G-7 Ground Elevationft Depth loLevel: Not taken- 1 of 1 -

Proj. No. : 7286 Date: Oct. 3. 1974 Described by: Pitt 23.2 NO. G-8 pg. -of-Proj. No. : October Ground Elevation Depth to WaterNot Taken Described by: No.Depth it Number of Blows per Description 10.1 Cobble. Drove casing to refusal at 10.5. Strata change.S-l 12.0 18-16-24 Gray, medium dense clayey silty, SAND, little to trace.Gravel containsgravel up to 15 mm in size.Medium plasticity, well graded. Moderate reactiontoshakingtest.Bottom of borehole, roller bit refusal at 19.0*.

10.5 19.0 Run No.Depth ft.Recovery and Description

%NX-1*NX-2 NX-3 NoSamples --Washedthroughoverburden TOP OF ROCK 15.5 20.5 25.5 REC =100%RQD =96%REC =100%RQD =76%REC =100%RQD =80%I Gray/white mixed fine and mediumDIORITE.Minorjointing.Freshandhardthroughout.Minor on joint surfaces.

SimilartoNX-1;minortomoderately jointed.Joints rusty; vuggy. Moderate weathering on joint surfaces.

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

Bottom of boringEl. -35.0 ft 10.5'25.5*NO.pg. - 1 of 1 -

Proj. No. : 7286 Date: October 9.

Described by: W. Pitt Ground Elevationft Depth toNot Taken BORING NO. G-10 Ground Elevationft Depth to Water Level: Not Taken 1 of 1 Proj. No. :

7286 October 8, 1974 Described by: Pitt Run No Depth ft.Recovery and%Description NoSamples --Washedthroughoverburden TOP OF ROCK Roller bitted to 7.0 ftI REC =Gray, mixed fine and medium g-rained DIORITE.

98%Moderately jointed.Generally fresh and hard

=out.Moderatelyweathered;rustyonjointsurfaces.65%NX-2 REC =Similar to NX-1; intact rock generally fresh and hard.

17.0 100%Moderate to severe weathering on joint surfaces.

=62%NX-3 REC =Similar to NX-2;generally fresh and hard throughout.

22.0 100%Moderatewe*atheringonjointsurfaces.=75%Bottom of boringEl. -29.9 ft.

6.5, 22.0' Run No.Depth ft.Recovery and%Description NoSamples -- Washed through overburden TOP OF ROCK I II IIRoller bitted to 16.0 ftII I NX-1 16.REC =Gray, mixed fine and mediumDIORITE;-21.0 92%RQD =55%semi-schistose in texture.Moderatelyjointedwith severalhighanglejoints.Generally hardand fresh throughout withminor clay infilling onslicked joint surfaces.NX-2 21.REC =Similar to NX-1,moderately hard; vuggy in places with 26.0 100%severalweathered,highanglejoints.RQD =67%NX- 3 26.REC =Similar toNX-2;moderatetosevereweathering on 31.0 joint surfaces.

RQD =68%of BottomboringEl.15.9*31.0*Groundft Depth to WalerNot Taken BORING NO. G-11-of 1 -Proj. No. :

7286 Date: October 8. 1974 Described by:

BORING NO.

1 Proj. No. :

7286 Date: Described by: Pitt Sample No.Depth Number of Blows per Description S-l 1.0 l-4 Brown-black soft PEATand organicSILT, highly decomposed, root mass throughout.

6-6 Gray-dark brown mottled,loose fine tomediumSAND, little to trace silt.

---

COLORCHANGE --- Gray, slightly micaceous, similar to s-2 5.0-6.5-12-21-28 s-3 10.10.9 hammer. Gray, homogeneous CLAY Hammer. High plasticity Bottomhole of Roller bittedrefusal.Bedrock or large boulder.

Endofexploration.

1.5.11.Ground Elevation.

Depth to Water Level: Not Taken OF Locationadjacent toWater:encountered Coord. 21, October 3, 19747 2 8 6 Date PitGround Elev. :

Soil O-1.0 Black-brown fibrous PEAT and organic SILT

1.0 TPSamplelight

brown-yellow brown, loose, silty fine SAND, cobbles found. throughout.

Test pit was hand dug to a depth of approximately2ft 1.0' APPENDIX DrillingCo., Inc.WATER STREETPROVIDENCE, R.

TO ADDRESSC iI i------ISAMPLES SENT TO NO. LINE 8 STA.

OFFSET I LOCATION OF BORING:

SHEET SAMPLE ChongeIDENTIFICATIONType of etc.seams ond No-S i l t very dense Brown fine trace coarse sandfine to coarse 9*moist hard clayey to medium sandto coarse gravel (TILL) 5 1*16.5*Bottom of Boring16.5*.I GROUND SURFACE TO *HENUsed on0.

SUMMARY

trace0 O-IOLoose IO.30 Med. Dense Dense+ Very o.4 Soft 4.8 some 201035%Sompte Type O-Dry W-washed UP: V=Vone Test Undisturbed O F 1 TO to i I START Hours ,*.American DrillingBoring Co., Inc.

WATER STREET ADDRESS LOCATIONENGR.U Hours GROUND WATER OBSERVATIONS SENT TO COMPLETE TOTAL HRS.

DATE NO.LINESTA.I OFFSET SURF.CASINGSAMPLER Sue I.D.l-3--Hammer Wt.BIT--LOCATION OF BORING:

GROUND SURFACE TO USED 45 2 I From - To on Blows per III Sampler TO I Moisture Density or honge- -14.5 4*1*THEN I3rown fine silty sandfine-coarse IBoulders ifinetrace fine gravel, trace of

,(Refusal cas.-12*6-drilled w/roller bit to 14*6)- ---SOILIDENTIFICATIONType of hord-Bottom of Boring14.5*SILT (Tonsoil) and etc.SAMPLE No. Pen Re:

2 1 24 Sample Type Used Wt.onSampler 0 IO Dense o n d,+ Very Dense UP:Patton Test UT= Undisturbed Thinwoll some 201035%

IO-30 Med. Dense u-4 4-B WATER WATER STREET Hours DrillingCo., Inc.tiommer 0.ADDRESS CASING SAMPLERCORE BAR.3NO BIT COMPLETEINSPECTOR TOTAL HRS.

START SOILS SHEET DATE HOLE NO.LINESTA. OFFSET SURF. ELEV. LOCATION OF BORING

--per 6Moisture Sample onSampler Depths Chonge From- TO S wet soft I Brown SILT 24 II 612*7si Brown silty Gray CLAY wet 3 stiff 4 , tii 6*18*12 sandy 17 50 45.30 28* fine I S 44 25 58 ium gravel II Used on 20.D.Consistency 0 o-4 Soft O-IOLoose UP: littleIO IO-30 Med. Dense 4-8 some 30-50Dense f ond 351050%Very Dense

.GROUND SURFACE TO . TestA-Auger V-Vone Test UT= Undisturbed stiff wet very dense Gray silty f ine-med Bottom of Boring34*10Refusal silty sandy GRAVEL

--I D.Hommer Hours SHEETDATE LINE 8 STA. OFFSET SURF.WATER OBSERVATIONS I--P COMPLETE TOTAL START 3.H o m m e r SOILS LOCATION OF BORING:

American DrillingBoring Co., Inc.

100 WATEREAST PROVIDENCE, R.

AtomicCo.TO ADDRESS -I LOCATION SAMPLES SENT TO CASINGSAMPLERCORE 1*6 after-23 Hours

--Sample SAMPLE.4*j 19*22.5*GROUND SURFACE TO Proportions Used onSomplcr Sample Type Density W-Washed V-Stiff UP= Undisturbed TestTest Blows per 6 tmce0 little some ,+ Very Dense Brown fine sandy SILT Brown finecoarse sandfine-coarse gravel trace of silt SOIL IDENTIFICATIONType ofhard-ond Gray siltyfine to coarse gravel Bottom of22.5*RefusalRoller Bit (ionsoi.lSILT CohesiveConsistency o-4 Soft 4-8 M/Stiff Stiff

_ __ Hours A t - I D.AmericanGo., Inc.100 WATER STREET Co TO I-CASINGSAMPLERCOREBARam START sCOMPLETE TOTAL HRS.

INSPECTOR . .BIT___SOILS ENGR.-I , GROUND WATER OBSERVATIONS Al Moisture per 6Blows Depths From- To or loot 1 dense 1bit Used D -Dry UP: some 351050%V-Stiff Test UT-Undisturbed Thinwoll. . . . , LOCATION OF BORING-O-IOLoose IO- 30 Med. Dense 30-50Dense Very Dense Casing Refusal9*Top of TILL 9*sampled SHEET DATE HOLE NO. LINE OFFSET SURF. ELEV. WATER STREET Yankee Electric Co.

ADDRESS I Co., Inc.i OUR JOB NO. .I!.GROUND WATER OBSERVATIONS Al o f t e r- Hours ofterHours Hammer Wt.BIT IS H o m m e r

_ _ _Sue I.D.START COMPLETE.TOTAL HRS.

BORING FOREMAN,INSPECTOR SOILS ENGR. LOCATION OF BORING:

GROUND SURFACE TO USED Blows foot 30 From- To Depths Blows per 6 6 Moisture Density or--LZII THEN Gray finefine to coarse Bottom of19*6Refusal w/roller bit RemorksType of ness,seoms ond etc Casing Refusal9*Strata change (TILL)silt onSompler CohesionlessCohesive ConsistencyO-IOLoose IO-30 Med.

Dense Dense+ Very Dense Used little some ond35 0 o-4 Soft 4-8 M/Stiff T y p e Dry C UP: Test A t - ofler _ _ _

after - -Al DrillingBoring Co., Inc.

WATEREASTR DATE HOLE NO.LINESTA. OFFSET LOCATION OF----RemorksType of elc SAMPLE ond etc--Refusal Strata(TILL)11'6 Gray fine coarse silt 23'2 Bottom of Boring23'2" Roller Bit Refusal GROUND SURFACE TOI on 20.D.D-Dry Type Cohesive O-IOLoose UP:IO 1020%o-4 Soft 4-a A-Augers o m e I..START TOTAL FOREMAN ENGR.CASINGCORE BAR.I.D.Wt.GROUND WATER OBSERVATIONS ADDRESS Circrll.7t.i--LOCATION 7 SHEET American DrillingBoring Co., Inc.

WATER STREETEASTR.SAMPLES SENT TO I i O U-- RI SURF. ELEV. TOc HOLE NO.LINE STA. OFFSET TOTAL GROUND WATER OBSERVATIONS CASINGSAMPLERCORE BAR s/s----START-COMPLETE HoursINSPECTOR I , Al wt.....LOCATION OF BORING etc Pen- - -Refusal 24 3 17 wet dense I I bit refusal Proportions Used Somplc Type littleIO 1020%UP-Piston Test Dense I.Dry C-CoredI0 O-IO Med. Dense finefine to coarsesilt: SOIL IDENTIFICATIONSAMPLE Remorks includeof Bottom of Boring13'Roller Bit Refusal on Cohesive consistency o-4 Soft 4-8 M/Stiff seoms ond etcNo SHEET American Drilling Boring Co., Inc.

100 WATER STREET TO ADDRESS I LOCATION i SAMPLES SENT TOt o GROUND WATER OBSERVATIONSCASINGSAMPLERCORE BAR.Hours START COMPLETE TOTAL HRS.

BORING FOREMAN SOILS I of D Wt.BIT H o m n e r- -DATE HOLE NO.LINESTA. OFFSET SURF. ELEV. 4 UP-LOCATION OF BORING:

GROUND SURFACE TO USEDCASING: Type1015 A-AugerTest I s o m e 3 I I 0 IO. .IO-30 Med. Dense Used 25 6-1*HEN CoredI Bottom of Boring25*6cored Gray QUARTZ onSampler Cohesive oSo t 4-8 OVERBURDEN OFFSET I SURF.of Hours--3__TOElectric LOCATION STREET DATE HOLE NO. LINE STA. INSPECTOR ENGR.START COMPLETE TOTAL HRS.

SHEET American DrillingBoring Co., Inc.

O F 1 E l e v SAMPLE etc seoms ond etc SOIL Remorks IncludeType of OVERBURDEN Cl 60*II II I Bottan ofboring- 22*

Gray DIORITE CASING:THENo Used s o me 4-B*Stiff I..4 GROUND SURFACE TO Somplc I on 20.D.CohesiveConsistency F LOCATION OF BORING-

SUMMARY

7-22-O-IOLooseo-4 SoftHord trace0 little GROUND WATER OBSERVATIONS CASINGSAMPLERCORE BAR.Hommer Wt.

Hommer TestTest D -Dry UP:

--Sue I D.--_______ I 6"on Moisture SAMPLE of Blows From- To No Pen- - -I II OVERBURDEN I I 21' -26' C 4 I I I GROUND SURFACE TO USEDII II Bottom of Boring31'Gray DIORITE Include color,Type of type,hord-seoms ond Sample Proportions Used some Wt.on 20. D.

Cohesive IO-30 Med. Dense4-8 M/Stiff Dense..O-IOLooseo-4 Soft C=Cored UP-TestV-Vane Test American Drilling & Boring Co., Inc.

WATER STREET SHEET DATE NO.LINESTA- - -- -.__SAMPLES SENT TO Yankee

---

A D D R E S S LOCATION OF BORING-At Hours CASINGSAMPLERCORE BAR.COMPLETE TOTAL START., SOILS ENGR. GROUND WATER OBSERVATIONS SHEET American Drilling Boring Co., Inc.

SAMPLE No Pen SOIL RemorksType of etchord-ness,seoms and---710 I 21 wet.dense Bottom of Boring- 11*

GROUND SURFACE TO USED II THEN Proportions Used 351050%littleIO some Wt.on0. Sampler Cohesive O-IOLoose 4- 8M/ S t i f f v o - 4....Sample Type UP: Undisturbed Piston Test UT-IO-30 Med.

Dense Dense Very Dense OF BORING: COMPLETE---I.D.Hours Hommer ,.H o m m e r WATER STREETR I TOcc LOCATION Top of Ground GROUND WATER OBSERVATIONS CASINGSAMPLERCURE BAR.1 SOILS ENGR. DATE HOLE NO. LINE STA. OFFSET