ML13134A068

Updated Final Safety Analysis Report, Revision 15, Chapter 2 - Site Characteristics, Appendix 2G, Static Dynamic Rock Properties

ML13134A068
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Site:	Seabrook
Issue date:	04/26/2013
From:	NextEra Energy Seabrook
To:	Office of Nuclear Reactor Regulation
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SBK-L-13062
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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 original and is provided for historical information.

Amendment 45 FSAR June 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

Tunnel 127.5-127.9 Diorite 127.9-128.3 Diorite 16,130 x 9.9 x 106 13,950 Near Reactors B7 28.2 Schist 17,940 11 x 106 10 x 106 Contact B42 123.5-123.9 Diabase 141.3-141.7 Schist 142.7-143.1 Schist 27, 600 x 106 10 x 106 16,500 9.1 x 106 8.0 x 106 11,970 10 x 106 7.4 x 106 TABLE UNCONFINED COMPRESSION TESTS Unconfined Axial Initial Secant Poisson's Ratio Test Hole Rock Compressive Strain@

Tangent Modulus Initial Secant No.

Location No.

Depth Type Strength Failure Modulus 50%

Load Value 50%

Reactor 1 El-l 31.8 Diorite 78.7 Diorite 79.5 Diorite 79.9 Diorite Reactor 2 50.0 Diorite 50.4 Diorite 50.8 Diorite 138.7-139.1 Diorite 139.4-139.8 Diorite 141.9-142.3 Diorite 22,400 12 x 106 12 x 106 19,520 19,820 9.3 x 9.3 x 106 19,400 13 x 106 11 x 106 18,020 12 x 106 10 x 106 Failed by splitting.

Do not report.

15,530 12 x 106 9.9 x 106 5,970 11,610 12 x 106 9.7 x 106 18,610 10 x 106 x

Tunnel F2 246.3-246.7 Schist 6,060 247.2-247.6 Schist 6,000 260.3-260.7 Schist 6,330 NOTE:

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

Test No.

Location Hole No.

Reactor 1 Reactor 2 Reactor 2 B 42 B Contact B 42 G Contact 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 psi 3000 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 schist to 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 Figure Title Unconfined Test Stress-Strain Curve Unconfined Test Stress-Strain Curve Unconfined Test Stress-Strain Curve Unconfined Test Stress-Strain Curve Unconfined Test Stress-Strain Curve Unconfined Test Stress-Strain Curve Unconfined Test Stress-Strain Curve Unconfined Test Stress-Strain Curve Unconfined Test Stress-Strain Curve 2610 Unconfined Test Stress-Strain Curve 2611 Unconfined Test Stress-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

0 0.1 0.2 0.3 0.

AXIAL STRAIN 0

0 0.1 0.2 0.3 Diorite

= Modulus of Deformation El-l Depth 79.1 to 79.5 UNCONFINED TEST E 1 F STRESS -STRAIN CURVE FIGURE

STRAIN AXIAL STRAIN 0

0.1 0.2 0.3 it fi 1 n 0

^ o

1)

0. i V.4 v.V Diorite M = Modulus of Deformation Depth 49. to 50. Oft UNCONFINED TEST STRESS-STRAIN CURVE FIGURE

0 0.1 0.2 0.3 AXIAL STRAIN STRAIN C

0.1 0.2 0.3 0

Diorite

=

of Deformation Depth 50.4 to 50.8 ft UNCONFINEDTEST STRESS-STRAIN CURVE FIGURE

AXIAL STRAIN 0.1 0.2 0.3 AXIAL STRAIN Schist Depth 139.4 to 139 M = of Deformation UNCONFINED TEST J STRESS-STRAIN CURVE FIGURE

FIGURE AXIAL STRAIN 0

0.2 0.3 Schist UNCONFINED TEST STRESS -STRAIN CURVE

=

of Deformation Depth 141.9 to 142.3 STRAIN. %

c 0.1 0.2 0

0 0.1 0.2 0.3 AXIAL STRAIN UNCONFINED TEST STRESS-STRAIN CURVE FIGURE 7

Schist Depth 27.8 to 28.2 M

Deformation

AXIAL STRAIN Diabase M = of Deformation B-12 Depth 123.5 to UNCONFINED TEST STRESS-STRAIN CURVE FIGURE AXIAL STRAIN

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

AXIAL STRAIN %

AXIAL STRAIN UNCONFINED TEST STRESS-STRAIN CURVE FIGURE

AXIAL STRAIN 0

0 0.1 0.2 0.3 AXIAL STRAIN 0.1 0.3 I I/ a x

Schist M = of Deformation Depth 142.7 to 143.1 ft UNCONFINED TEST STRESS-STRAIN CURVE FIGURE

AXIAL STRAIN M I 0 2 Diorite Depth 127.5 to 127.

M = of Deformation AXIAL STRAIN 0

0.1 0.2 0.3 UNCONFINED TEST F IA STRESS-STRAIN CURVE FIGURE 1

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 Background

1 1.2 Purpose 1

1.3 Scope 1

2.

METHOD OF MEASUREMENT 2.1 General 2.2 The Overcoring Technique 2.3 The Gage 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 Directions 8

4.

DISCUSSION OF RESULTS 9

APPENDIX A MEASUREMENT OF STRESSES IN ROCK BY OVERCORING IN VERTICAL HOLE APPENDIX B MEASUREMENT OF MODULUS OF ANNULAR ROCK CORE GEOTECHNICAL ENGINEERS INC.

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

Log of Boring 3

Log of Boring El-l 4

Photograph of Gage System 5

Photograph of Gage 6

Photograph of Rock Modulus Cell 7

Data from Stress Measurements, Test 8

Data from Stress Measurements, Test 9

Data from Stress Measurements, Test 10 Data from Stress Measurements, Test OClA-7 11 Data from Stress Measurements, Test 12 Test Hole Dimensions 13 Test Hole Dimensions 14 Test OClA-6 Hole Dimensions 15 Test OC

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

SUMMARY

Rock stress measurements were made in June and July 1973 at depths of 33 ft to 42 ft in vertical Boring is about 34 ft from the center of proposed Reactor No. 1 of The results of five measurements of stresses in the horizontal plane were:

Largest stress:

1240 psi (150 to 2150 psi)

Smallest stress:

860 psi (50 to 1570 psi)

The vertical stress can be assumed equal to the overburden stress of about 50 psi. The average direction of the largest stress in the horizontal plane was N 40 E These results compare well with other stress measure-ments in New England. (Fig. 18).

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

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

diameter core around the inner hole.

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

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 Boring at a depth of 31 to 43 ft using the overcoring technique.

The coordinates of this hole are N20413, E79671.

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 of measurements, at depths of 33 ft 9 in. to 41 ft 5 in., were deemed suitable for analysis and are reported herein. The other measurements gave poor or marginal in-formation because of rock fracture and /or equipment during 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. These were used with the measured defor-mations and published formulae to compute the magnitude and direction of the largest and smallest normal stresses in the horizontal plane. The ver-tical stress was assumed to be equal to the overburden pressure.

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

The tests were carried out in the field by Pierre Le under 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 of expansion during overcoring.

2.

Determination of the modulus of elasticity of the rock, for rebound to zero stress, preferably at the point of measurement, and 3.

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

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

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

A PX hole, 5. O-in. diameter, was first drilled with a single-tube core barrel to the desired depth. In this case, this depth was the shallowest at which the rock was continuous enough to be tested, which turned out to be 31 to 43 ft below ground surface. Logs of Boring and Boring El-l (NX-size),

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

An EX single-tube core barrel, 1.5 in, 0. D., was then carefully cen-tered in the bottom of the PX hole and drilled to a depth of about 2 ft. The recovered EX core was examined to determine whether the rock was suffi-ciently continuous to attempt a measurement. If the core was unbroken, or only jointed once or twice, then an attempt was made.

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

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

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

Overcoring with the PX single-tube core 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 The Gage A photograph of the instrument, the hose, the readout, and the pres-sure application system is shown in Fig. 4. The instrument, without its vinyl sheath, is shown in Fig. 5. The deformation is measured by bending of the cantilevers that are seen at the left in Fig. 5. The readout. of 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 of hole. Hence the hose serves the dual purpose of protecting the strain gage leads and passing air to the instrument. The readout is made on a conventional strain gage in-dicator.

2.4 Measurement of Modulus of Rock To obtain the best value of the modulus of elasticity of the rock in the zone tested, it is necessary to remove the overcored annular cylinder of rock from the hole and test it in a rock modulus cell. In Fig. 6 an annular core is shown in the cell with the 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 stress is obtained from the formula: :

tan To supplement the measurement of modulus on annular cores, intact specimens of rock from Boring from depths where stress measurements made, were tested in unconfined compression. The specimens were loaded in the direction of axis in-situ so that the load in same direction as in situ. The rebound modulus of these specimens was measured with the aid of strain gages glued on the sides of the specimens.

2.5 Computation of Stresses The major and minor stresses in the horizontal plane were computed from the measurements using the following from Obert where:

= Stress at center of circles of stress, psi q = Radius of circle of stress psi E= Modulus of elasticity measured for same stress changes as occurred in situ, psi d = Diameter of central hole in which instrument is placed, in.

= 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 the gage in this case horizontal. R is the reading in microinches/inch and k is the instrument calibration in in.

From the values and one can compute the largest and smallest stresses in the plane perpendicular to the axis of the gage 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) contains in 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:

If and 2R 1, then 0 and 2R1, then If and then 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 of instrument and measurements of rock modulus are shown in Table 1. Direct calibration of Instrument, No, 2 with a micrometer yielded k = 10 in.

Since can be read, the instrument can be used to discern movements in the as small as 5 x Instrument, No. 1 was directly, but it is capable of discerning movements of 2 x 10 in. in the borehole.

The gages were calibrated under conditions to in-situ conditions by using an annular aluminum cylinder of known modulus (10 x psi) as a standard. Table 1 shows that Instrument No. 2 yielded k =

, as compared with 10 for the direct calibration above. Since the calibration in the rock modulus cell models very closely the in-situ testing conditions and since the modulus of aluminum is well known, the value of k = 8.6 in.

for Instrument No. 2 is the better value and was used herein.

• Similarly k = 4.4 was 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 x

psi. The modulus for the pegmatite (Test OClA-2) was assumed to be 4.1 x psi also since it was harder but seemed to contain a greater number of healed joints than the granodiorite.

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

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

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

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 x

psi. The larger values were measured on small intact specimens using strain gages, whereas the smaller values were measured on the an-nular cores using a loading sys tern and measuring device which were iden-tical for practical purposes to in situ conditions. Hence the moduli used in the computations were those measured on the annular cores.

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

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

and The 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 Tests 7, and

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

The largest normal stress in the horizontal plane is compres-sive, ranges from 150 to 2150 psi, and averages 1240 psi. The smallest normal stress in the horizontal plane is also compressive, ranges from 50 to 1570 psi, and averages 860 psi. The direction of is N 40 In giving this direction for Test is 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 the of the satisfactory measurements, since inherent variations the stress and direction can occur within any given block of rock in situ, particularly near surface.

This average is 1240 psi (87 bars) for the major stress and 860 psi bars) for the minor stress plane. 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 England and Sykes, 1973). The general agreement.

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

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

It should be noted that the technique used herein for modulus mea-surement is really nothingmore than a method for reapplying the in-situ stresses under laboratory conditions. Hence the computed stresses are in fact independent of the absolute values of the modulus and the instrument cali-bration constant. If the researchers who made the previous measurements did not use a similar approach, then the agreement of all the data may be fortuitous.

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

If the rock in-situ contains microfractures, they may be opened during drilling of the EX and the PX holes. When this is brought to the laboratory, its modulus is likely to be lower than in situ. Previous work by Obert (1962) indicates that until the stress levels reach about 50% of the crushing strength of the intact rock, the effect of stress relief is likely to be low. The effect in the present case is probably low because the crushing strength is more than four times the highest stress that was measured.

Reference Sbar, M. L. and Sykes, L. R. (1973) Contemporary Compressive Stress and Seismicity in Eastern North America: An Example of 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 36 9

38 3

39 3

41 5

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 TEST FOR STRESS MEASUREMENTS in. = microinches

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

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

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

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

ENGINEERS

TABLE 3 DATA AND RESULTS OF STRESS MEASUREMENTS Reading Change during 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 except the numbering of the channels, each apart, was counterclockwise. For it was clockwise. In the equations for com-putation of the angle between the and the Channel 1 directions, the number-ing is assumed to be clockwise. Hence for all but Test and 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 Bottom Hole Electric Geotechnical Engineers, Inc Atomic STATION SKETCH OF HOLE DURING OVERCORING

10. 1973 FIG. 1 Hose and for 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 pieces nesium Biotite 10%

from to long. Dip from 20 to Pegmatite dike, coarse Contact dip Quartz diorite as above.

Joint set intersecting at.

6 Tight 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 79671 by I.

REMARKS Log is to a large scale, only for range of depth where stress mea-surements were attempted. Photographs of cores from tested depths are shown in Fig. 17. Log of Boring El-l, 14 away, shown in Fig. 3. Depth of stress measure-ments are shown above I

FIG. 2 30 32 34 40 42 44

Top El.

25.9 Date Dec. 26, DIP OF CORE GRAPHIC Quartz diorite, medium fine medium Massive (not.

foliated.

65 Dip ally intruded by Dip lets as shown.

Quartz diorite, as above, hlassive, medium fine medium grey.

-on low angle (3

)

Core

- R u s t y Rock is fresh. L ally by to moderate weathe

-joints even ing on joints as Most joints dip ab 10 at to in

-joints Breaks on angle ing minor vuggi Chips, rusty ock is fresh.

Sli joint rust to minor slight coatings ght weather-30

-to 1.5 in-

- weathering 4

on some joints.

40 Breaks to pieces Joints are nor-rust mally clean.

joint Not rusty.

.minor rust

\\

rough to dips. Joints slight weather-not ing as shown.

Rock is fresh.

angle joints Quartz diorite as above.

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

intervals.

to pieces slightly Slight to w e a t h e r e d,weathering, rust rusty on 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 OF El-l Coordinates:

20400; E 79675 by J. R. Rand

GAGE SYSTEM

BOREHOLEGAGE (vinyl sheath removed)

ROCK MODULUS CELL

ENGINEERS Depth of Measuring Points 33 ft in.

1 2 3 4 5 6 7 8 Depth of Overcoring, in.

Instrument 116 in. /in. = 0.001 in.

Note: Hole I.D. = 1.495 in.

0. D.

4.31 in.

Yankee Atomic Electric Company Engineers, Inc.

Massachusetts STATION DATA STRESS MEASUREMENTS TEST 8, 1973 FIG. 7 Project 7286

TEST 0

2 4 6 8

10 12 Depth of in.

Instrument 230 in. /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.

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

Calibration 116 in. /in. = 0.001 in.

Note: Hole I.D. = 1.495 in.

O.D.

4.31 in.

DATA STRESS MEASUREMENTS TEST Aug. 8, FIG. 9

STATION 200 100 0

200 100 0

300 200 100 0

1 2 3 4 5 6 7

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 Geotechnical Inc.

Winchester, Massachusetts Aug.

1973 FIG. 10 GEOTECHNICAL ENGINEERS DATA FROM STRESS MEASUREMENTS TEST

Depth of Measuring 1

2 3 4 5 6 7 8 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, 1973 FIG. 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. Bottom Hole 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 35 Bottom Hole and for Gage I

STATION Project 7236 June 20, 1973 FIG. 12 TEST HOLE DIMENSIONS GEOTECHNICAL ENGINEERS Yankee Atomic Electric Company Gcotechnical Engineers, Inc.

Winchester, Massachusetts

0 28 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 Atomic STATION Electric Company Hose and Wires for Bottom Hole PX Barrel-Start Measuring Point PX Barrel-Finish Bottom EX Hole June 27, 1973 FIG. 13 GEOTECHNICAL ENGINEERS INC.

NW Casing

-I-Hose and for 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.

Hose Wires 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 39 3 in.

Measuring Point

- 39 ft, 6.6 in. PX Barrel-Finish in.

EX Hole 1.5 in. ID ft, in.

EX Hole Yankee Atomic STATION TEST OC HOLE DIMENSIONS Project Engineers, Inc.

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

H o s e for - -

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, 1973 FIG. 16 Yankee Atomic Electric Company Gcotechnical Engineers, Inc.

CORES FROM STRESS MEASUREMENTS FIG. 17

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.

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

85 59 N 40 E Granodiorite Range 145)

(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, 1973 Fig. 18 Barre, Vt.

Proctor, Vt.

Geotechnical Engineers, Inc.

Winchester,

APPENDIX A

GEOTECHNICAL ENGINEERS INC.

11. 8.

Measure accurately (to in.) the depth from the surface refer-ence point to the top of the rock at the bottom of the PX (not EX) hole. Enter the measurement on a sketch of the hole.

9.

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

10.

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

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 (or per 30 ft of depth) as a minimum, but do not apply so much that the instrument will be over inflated and cannot be inserted into the EX hole.

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.

15.

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

APPENDIX A CEOTECHNICAL ENGINEERS INC

16.

Inflate the instrument to a pressure of about 4 greater than the water pressure at that depth, but not greater than about 6

above the water pressure.

17.

Remove the orientation rods carefully, making sure that the orientation fitting at the bottom does not catch on the hose on the way up. The rods should be unhooked carefully so that the connectors will not be broken.

18.

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

19.

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

20.

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

DO NOT START OVERCORING UNTIL THE READINGS HAVE 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 about in. per minute (24 min. per foot), A slightly faster rate could be used if the rock is particular-ly good. The core catcher should be in place during this operation to ensure that the annular core will be recovered later. The core catcher may cause some extraneous vibrations.

23.

Take readings during overcoring in the following sequence:

TIME DEPTH GAGE 1 GAGE 2 GAGE 3 Take readings continuously during overcoring, so that as good a graph as possible can be prepared. The driller should call out the overcoring depth to the nearest in. when requested by the re-corder. Then the person making the strain gage readings should provide his readings. A third person records all readings given to him and the time to the nearest ten seconds.

APPENDIX A GEOTECHNJCAL ENGINEERS INC

BE READY TO STOP THE DRILL DURING OVERCORING ANYTTME THAT THE READINGS START TO FLUCTUATE RAPIDLY-HAVE A SIGNAL PREARRANGED. ROTATION OF INSTRUMENT IN HOLE MAY DAMAGE IT.

24.

When the readings stop changing during overcoring, stop the downward pressure and rotation but continue water flow. Conti-nue the recording until the readings have again stabilized. During this wait, plot the readings taken in Step 23.

25.

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

26.

Release the pressure in the instrument to that required to keep the water out. Wait until the pressure down at the instrument is at this level.

27.

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

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

28.

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. by in.

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.

Data

sheets, form attached.

6.

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

7.

Compass for determining orientation of gage.

APPENDIX A GEOTECHNICAL ENGINEERS

OVERCORING READINGS II, NEW HAMPSHIRE Depths Project No.

Date Test Bot. 5-in. Hole Driller 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 OF ROCK 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 rock that 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.

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

5.

Apply 100 psi nitrogen pressure to interior of gage to secure it in proper location. Preferably use same pressure as was used in-situ during coring (after subtracting in-situ water pressure).

6.

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

7.

Take initial gage readings until readings are stable.

8.

Apply pressure to exterior of rock in increments of 500 psi until 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 2

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

1 1

3 3

3 APPENDIX I Boring Logs and Description of Exploratory Test Pit APPENDIX II Driller's Logs

1.0 INTRODUCTION

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

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

a.

Water and Oil Tanks At Fire Pump House One boring was made at the center of the fuel oil storage tank, using standard split-spoon sampling techniques to refusal for the purpose of investigating deposits that may cause settlement problems.

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

b.

Settling Basin A series of three borings was made in the area of a proposed settling basin using standard split-spoon sampling techniques to refusal for the purpose of invest-igating soil conditions at the proposed inlet and outlet structures for the basin, and also to examine the in-situ soil for possible use as construction materials for In addition, a test pit bag sample was taken near the center of the settling basin, tested for grain size distribution, and examined as a possible dike material.

C

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

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

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

2.0 BORING AND TEST PIT DATA 2.1 Table and Figures Table I is a summary of the boring data including boring location, "as-bored" coordinates, ground elevation, depth to glacial till, and depth to top of bedrock.

The locations of the borings and one exploratory test pit are included in 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-bored Ground Elev Depth to Depth to Top of Till of 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-Rap 17.3 8.0 15.9 5.0 9.4 28.0 9.6 19.0 7.8 9.0 9.7 8.2 10.8 8.6 11.5 23.2 7.3 10.5 19.0 9.5 10.5 7.9 6.8 6.8 15.9 7.2

11. o*

• In holes the boring to 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 to bedrock surface.

FIGURES

111/11111111111

--s.

L______,

TP=1 0' 100' 200' 300 WO Pr MOM 0

1111 111117111,11.:"

.11. -

ILI 21,000 1 /11111111.000 P'xiii' IRE ElltirillilltilligatitalblEEME IV illiallik tratillittE_ M IIMERADIONEw 1 ;C3`ill

(.111111111111111111PLi-Zs.': G -, - '=.---th- --) r---1111 -

- - k:

20,00C 1

0,,-, -17timmrdww--T--soo. 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. 17,1974 FIG.I 0- SERIES BORINGS

Lab. 4-3, rev. 0 28 May 74 U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 70 100 140 200 10 20 0

00 I

I I

I I

I 100 50 10 5

0.1 0.05 0.01 0.005 GRAIN GRAVEL OR CL AY I

COARSE I

COARSE MEDIUM I

Yankee Atomic Electric Co.

Station Geotechnical Engineers, Inc.

Winchester, Massachusetts GRAIN SIZE CURVE TEST PIT TP SAMPLE Project 7286 1974 Fig. 2

APPENDIX I

of No. : 7286 NO.

Ground Elevation Depth to Level:

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 slightly gravelly, sandy 32-23 SILT, trace clay. Contains gravel up to 13 mm in size.

Moderate reaction to shaking test. Low plasticity.

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

57 Contains gravel up to 35 mm in size.

color change s-4 10.0-11.5 hammer gray, very dense,

sandy, gravelly SILT trace clay.

hammer contains broken pieces of gravel up to 28-22 35 mm s - 5 5

4 hammer Similar to S-4 12 hammer 40 Casing refusal at 16.5 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 hammer Light brown, gravelly, sandy SILT.

22-42 hammer Contains 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 hammer Gray brown brown slightly 33 hammer dense, silty, gravelly SAND (similar to S-3) Contains broken pieces of gravel up to 35 mm in size.

Casing refusal met at 13.8 Roller bit refusal at 14.5 Bottom of End of Exploration BORING NO. G - 2 1 of 1 No. : 7286 1, 1974 Described by:

Ground Elevation Depth to Level: -5.1 measured at 0715,

-1 2 -

No. :

7286 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. Upper contains grass and zone.

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

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)

Ground ft

-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 hammer No recovery hammer Casing refusal at Bottom of End of 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 SILT silty 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 hammer Similar to S-Z, medium dense to dense 35-60 hammer 8.0 Large cobble s-4 10.0-11.5 25-50 Similar to S-3, coarse to fine SAND 57 Widely graded s-5 15.0 -16.2 1000 hammer Similar to S-4 42 60 hammer 75 S-6 20-21

Gray, very

dense, gravelly, silty coarse to fine SAND; little to trace clay.

(Till)

Roller bit refusal at 22.5 Bottom of End of Exploration Ground Elevation Depth to Water Level: Not taken BORING NO. G-4

- 1 of 1 -

No. : 7286 2, 1974 Described by:

Pitt 19

Ground Elevation ft Depth Not taken Described by:

Sample No.

Depth of Blows per Description Drove casing to 9.0, where encountered strata change casing refusal Split-spoon at 9.0 9.7 S -l 9.0-9.7 hammer gray/brown slightly mottled, very hammer dense silty, gravelly, SAND; little to to trace clay, (Till)

Roller bit refusal at 9. 7 Bedrock ?

Bottom of End of Exploration BORING NO. G-5

- 1 1 -

Proj. No. : 7286 3, 1974

Oct. 3, 1974 No.: 7286 Ground Elevation ft Depth to Water Not taken Described by:

No.

Depth Number of Blows per Description Drove casing to refusal 9.0 Roller bitted to 10.8 strata change Split-spoon attempt at 10. 8 S-l 57 830 hammer gray, very dense, sandy, gravelly SILT, trace to little clay.

(Till) hammer Roller bit refusal at 19.5 of End of Exploration NO. G-G 1 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 hammer gray, very dense gravelly, silty SAND trace to little clay. (Till)

RolflereLitted to refusal at 23.2 Bottom of End of Exploration NC). G-7 Ground Elevation ft Depth lo Level: 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 Water Not Taken Described by: Pitt 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 24 Gray, medium dense clayey silty, SAND, little to trace.

Gravel contains gravel up to 15 mm in size.

Medium plasticity, well graded. Moderate reaction to shaking test.

Bottom of borehole, roller bit refusal at 19.0.

10.5 19.0

Run No. Depth ft. Recovery and Description NX-1 NX-2 NX-3 No Samples --

Washed through overburden 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 medium DIORITE.

Minor jointing.

Fresh and hard throughout.

Minor on joint surfaces.

Similar to NX-1; minor to moderately jointed.

Joints rusty; vuggy. Moderate weathering on joint surfaces.

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

Bottom of boring El. -35.0 ft 10.5' 25.5 NO.

pg. - 1 of 1 -

Proj. No. : 7286 Date: October 9.

Described by: W. Pitt Ground Elevation ft Depth to Not Taken

BORING NO. G-10 Ground Elevation ft 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 No Samples --

Washed through overburden TOP OF ROCK Roller bitted to 7.0 ft I

REC =

Gray, mixed fine and medium g-rained DIORITE.

98%

Moderately jointed.

Generally fresh and hard

=

out.

Moderately weathered; rusty on joint surfaces.

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%

Moderate weathering on joint surfaces.

=

75%

Bottom of boring El. -29.9 ft.

6.5, 22.0'

Run No. Depth ft. Recovery and Description No Samples -- Washed through overburden TOP OF ROCK I

I I

I I

Roller bitted to 16.0 ft I

I I

NX-1 16.

REC =

Gray, mixed fine and medium DIORITE;

-21.0 92%

RQD =

55%

semi-schistose in texture.

Moderately jointed with several high angle joints.

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

NX-2 21.

REC =

Similar to NX-1, moderately hard; vuggy in places with 26.0 100%

several weathered, high angle joints.

RQD =

67%

NX-3 26.

REC =

Similar to NX-2; moderate to severe weathering on 31.0 joint surfaces.

RQD =

68%

of Bottom boring El.

15.9 31.0 Ground ft Depth to Waler Not Taken BORING NO. G-11

-of 1 -

Proj. No. : 7286 Date: October 8. 1974 Described by: Pitt

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 PEAT and organic SILT, highly decomposed, root mass throughout.

6-6 Gray-dark brown mottled, loose fine to medium

SAND, little to trace silt.

-- COLORCHANGE ---

Gray, slightly micaceous, similar to s-2 5.0-6.5 21-28 s-3 10.

10.9 hammer. Gray, homogeneous CLAY Hammer. High plasticity Bottom hole of Roller bitted refusal.

Bedrock or large boulder.

End of exploration.

1.

5.

11.

Ground Elevation.

Depth to Water Level: Not Taken

OF Location adjacent to Water:

encountered Coord. 21, October 3, 1974 7 2 8 6 Date Pit Ground Elev. :

Soil O-1.0 Black-brown fibrous PEAT and organic SILT 1.0 TP Sample light brown-yellow brown, loose, silty fine SAND, cobbles found. throughout.

Test pit was hand dug to a depth of approximately 2

ft 1.0

APPENDIX

Drilling Co., Inc.

WATER STREET EAST PROVIDENCE, R.

TO Electric Co.

ADDRESS C i I i I

SAMPLES SENT TO NO.

LINE 8 STA.

OFFSET SURF. ELEV.

I LOCATION OF BORING:

SHEET SAMPLE Chonge SOIL IDENTIFICATION Remarks Type of etc.

seams ond N

o S i l t very dense Brown fine trace coarse sand fine to coarse 9

moist hard clayey to medium sand to coarse gravel (TILL) 5 1

16.5 Bottom of Boring 16.5 I

GROUND SURFACE TO 16 HEN to 16.5 Used on 0.

SUMMARY

trace 0

O-IO Loose 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 Drilling Boring Co., Inc.

WATER STREET EAST PROVIDENCE, R.

ADDRESS LOCATION ENGR.

U Hours GROUND WATER OBSERVATIONS SENT TO a s COMPLETE TOTAL HRS.

DATE NO.

LINE STA.

I OFFSET SURF.

CASING SAMPLER Sue I.D.

3 l-3 Hammer Wt.

BIT LOCATION OF BORING:

GROUND SURFACE TO USED 45 2

I From - To on Blows per I

I I

Sampler TO I

Moisture Density or honge 14.5 4

1 THEN hit to 14.5 I3rown fine silty sand fine-coarse I

Boulders i

fine trace fine gravel, trace of

,(Refusal cas.-126-drilled w/roller bit to 146)

SOIL IDENTIFICATION Remorks Type of hord-Bottom of Boring 14.5 SILT (Tonsoil) and etc.

SAMPLE No. Pen Re:

2 1

24 Sample Type Used Wt.

on Sampler 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 EAST PROVIDENCE, R I Hours Hours Drilling Co., Inc.

tiommer 0.

ADDRESS CASING SAMPLER CORE BAR.

3 NO BIT COMPLETE INSPECTOR TOTAL HRS.

START SOILS SHEET DATE HOLE NO.

LINE STA.

OFFSET SURF. ELEV.

LOCATION OF BORING per 6 Moisture Sample onSampler Depths Chonge From-TO S

wet soft I

Brown SILT 24 I

I 6

12 7

s i

Brown silty Gray CLAY wet 3

stiff 4

t i

i 6

18 12 sandy 17 50 45 30 28 I

fine I

S 44 25 58 ium gravel I

I I

Used on 20.D.

Consistency 0

o-4 Soft O-IO Loose UP:

little IO IO-30 Med. Dense 4-8 some 30-50 Dense f

ond 351050%

Very Dense GROUND SURFACE TO

. THEN Test A-Auger V-Vone Test UT= Undisturbed stiff wet very dense Gray silty f ine-med Bottom of Boring 3410 Refusal silty sandy GRAVEL

I D.

Hommer Hours SHEET DATE LINE 8 STA.

OFFSET SURF.

WATER OBSERVATIONS I-

-P COMPLETE TOTAL START 3

H o m m e r SOILS LOCATION OF BORING:

American Drilling Boring Co., Inc.

100 WATER EAST PROVIDENCE, R.

Atomic Co.

TO ADDRESS I LOCATION SAMPLES SENT TO t o CASING SAMPLER CORE 16 after-23 Hours Sample SAMPLE 4

j 19 22.5 GROUND SURFACE TO Proportions Used on Somplcr Sample Type Density W-Washed V-Stiff UP= Undisturbed Test Test Blows per 6 Moisture tmce 0

little some

+ Very Dense Brown fine sandy SILT Brown fine coarse sand fine-coarse gravel trace of silt SOIL IDENTIFICATION Remorks Type of etc hard-ond Gray silty fine to coarse gravel Bottom of 22.5 Refusal Roller Bit (ionsoi.l Crown SILT Cohesive Consistency o-4 Soft 4-8 M/Stiff Stiff

_ __ Hours A t -

I D.

American Go., Inc.

100 WATER STREET EAST PROVIDENCE, R. I Co TO I

CASING SAMPLER CORE BAR am START s

COMPLETE TOTAL HRS.

INSPECTOR..

BIT SOILS ENGR.

I GROUND WATER OBSERVATIONS Al Moisture per 6 Blows Depths From-To or loot 1

dense 1

bit Used D -Dry UP:

some 351050%

V-Stiff Test UT-Undisturbed Thinwoll LOCATION OF BORING O-IO Loose IO-30 Med. Dense 30-50 Dense Very Dense Casing Refusal 9

Top of TILL 9 sampled

SHEET DATE HOLE NO.

G-6 LINE OFFSET SURF. ELEV.

WATER STREET EAST PROVIDENCE, R.

Yankee Electric Co.

ADDRESS I

Co., Inc.

i OUR JOB NO.

.I!.

GROUND WATER OBSERVATIONS Al o f t e r-Hours ofter Hours Hammer Wt.

BIT IS H o m m e r Sue I.D.

START COMPLETE TOTAL HRS.

BORING FOREMAN, INSPECTOR t

SOILS ENGR.

LOCATION OF BORING:

GROUND SURFACE TO 9 USED Blows foot 30 From-To Depths Blows per 6 6

Moisture Density or LZ I

I THEN bit to refusal (rock?)

Gray fine fine to coarse Bottom of 196 Refusal w/roller bit Remorks Type of ness, seoms ond etc Casing Refusal 9

Strata change (TILL) silt on Sompler

SUMMARY

Cohesionless Cohesive Consistency I

6 O-IO Loose IO-30 Med. Dense Dense

+ Very Dense V-Stiff Used little IO some ond 35 0

o-4 Soft 4-8 M/Stiff T y p e Dry C UP:

Test

A t -

ofler _ _ _

after - -

Al Drilling Boring Co., Inc.

WATER EAST R

DATE HOLE NO.

LINE STA.

OFFSET LOCATION OF Remorks Type of elc SAMPLE ond etc Refusal Strata (TILL) 11'6 Gray fine coarse silt 23'2 Bottom of Boring 23'2" Roller Bit Refusal GROUND SURFACE TO I

on 20.D.

D-Dry Type Used Cohesive O-IO Loose UP:

IO 1020%

o-4 Soft 4-a A-Auger s o m e I

START TOTAL FOREMAN ENGR.

CASING SAMPLER CORE BAR.

I.D.

Wt.

GROUND WATER OBSERVATIONS

ADDRESS Circrll.7t.i LOCATION 7

SHEET American Drilling Boring Co., Inc.

WATER STREET EAST R.

SAMPLES SENT TO I i O U-- R I SURF. ELEV.

TO c

HOLE NO.

LINE STA.

OFFSET TOTAL GROUND WATER OBSERVATIONS CASING SAMPLER CORE BAR s

/

s START COMPLETE Hours FOREMAN INSPECTOR I

Al w

t LOCATION OF BORING etc Pen Refusal 24 3

17 wet dense I

I bit refusal Proportions Used Somplc Type little IO 1020%

UP-Piston Test Dense I

Dry C-Cored I

0 O-IO Loose Med. Dense fine fine to coarse silt:

SOIL IDENTIFICATION SAMPLE Remorks include of Bottom of Boring 13' Roller Bit Refusal on Cohesive consistency o-4 Soft 4-8 M/Stiff seoms ond etc No

SHEET 1

American Drilling Boring Co., Inc.

100 WATER STREET EAST PROVIDENCE, R TO Electric ADDRESS I LOCATION i

SAMPLES SENT TO t o GROUND WATER OBSERVATIONS CASING SAMPLER CORE BAR.

Hours START COMPLETE TOTAL HRS.

BORING FOREMAN SOILS I

of Hours D

Wt.

BIT H o m n e r DATE HOLE NO.

LINE STA.

OFFSET SURF. ELEV.

4 UP-LOCATION OF BORING:

GROUND SURFACE TO USED CASING:

Type 10 15 A-Auger Test I

s o m e 3

I I

0 IO IO-30 Med. Dense Used 25 6 1 HEN C o r e d I Bottom of Boring 256 cored Gray QUARTZ on Sampler Cohesive o

So t 4-8 OVERBURDEN

OFFSET I

SURF.

of Hours 3

TO Electric ADDRESS LOCATION

!.I!.

STREET EAST PROVIDENCE, R. I.

DATE HOLE NO.

10 LINE STA.

INSPECTOR ENGR.

START COMPLETE TOTAL HRS.

SHEET American Drilling Boring Co., Inc.

O F 1 E l e v SAMPLE etc seoms ond etc SOIL Remorks Include Type of OVERBURDEN Cl 60 I

I I

I I

Bottan ofboring-22 Gray DIORITE CASING:

THEN t

o Used s o me 4-B Stiff I

4 GROUND SURFACE TO Somplc I

on 20.D.

Cohesive Consistency F

LOCATION OF BORING

SUMMARY

7 22 O-IO Loose o-4 Soft Hord trace 0

little GROUND WATER OBSERVATIONS CASING SAMPLER CORE BAR.

Hommer Wt.

Hommer i

Test Test D -Dry UP:

Sue I D.

Hours I

6 on Moisture SAMPLE of Blows From-To No Pen I

I I

OVERBURDEN I

I 21' -26' C

4 I

I I

GROUND SURFACE TO I

USED II I

I Bottom of Boring 31' Gray DIORITE Include color, Type of

type, hord-seoms ond Sample Proportions Used some Wt. on 20. D.

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

WATER STREET EAST PROVIDENCE, R SHEET 1

DATE NO.

LINE STA SAMPLES SENT TO t o Yankee Elcctri c A D D R E S S LOCATION OF BORING At of Hours CASING SAMPLER CORE BAR.

COMPLETE TOTAL START SOILS ENGR.

GROUND WATER OBSERVATIONS

SHEET American Drilling Boring Co., Inc.

SAMPLE No Pen SOIL Remorks Type of etc hord-

ness, seoms and 71 0

I 21 wet dense Bottom of Boring-11 GROUND SURFACE TO USED I

I THEN plea to 11' Proportions Used 351050%

littleIO some Wt. on

0. Sampler Cohesive O-IO Loose 4-8 M/ 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 STREET EAST R I TO c c ADDRESS LOCATION Top of Ground GROUND WATER OBSERVATIONS CASING SAMPLER CURE BAR.1 SOILS ENGR.

DATE HOLE NO.

LINE STA.

OFFSET