ML20052G347

Geophysical Cross-Hole Survey. Related Correspondence

ML20052G347
Person / Time
Site:	Big Rock Point File:Consumers Energy icon.png
Issue date:	01/31/1979
From:	GROUND TECHNOLOGY, INC. (FORMERLY STS D'APPOLONIA, NUS CORP.
To:
Shared Package
ML20052G339	List: ML20052G338 ML20052G342 ML20052G347
References
78-161C, NUDOCS 8205180281
Download: ML20052G347 (39)

Text

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Project No. 78-161C

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Report Geophysical Cross-Hole Survey Big Rock Point Nuclear Power Plant Charlevoix, Michigan NUS Corporation Rockville, Maryland i

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J CERTIFICATE OF COMPLIANCE REPORT

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GEOPHYSICAL CROSS-HOLE SURVEY BIG ROCK POINT NUCLEAR POWER PLANT

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CHARLEVOIX, MICHIGAN F

I have reviewed the subject report, dated January 29, 1979, documenting the performance and data interpretation of the cross-hole test at the 7

Big Rock Point Nuclear Power Plant site. The testing has been performed 1

consistent with approved specifications, and the methodology used in the interpretation and analysis is in compliance with United States Nuclear l

Regulatory Commission regulations and good engineering practice.

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(4 Rfchard D. Ellison Registered Professional Engineer a

I State of Michigan Certificate No. 18090 January 29, 1979 s

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TABLE OF CONTENTS Pagg LIST TABLES 11 LIST OF FIGURES 11

1.0 INTRODUCTION

1 4.0 FIELD INVESTIGATIVE PROGRAM 2

2.1 SOIL BORING AND SAMPLING 3

2.2 ROCK CORING AND SAMPLING 4

2.3 PVC LINER INSERTION 5

g 2.4 CROSS-HOLE TEST METHODS 6

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3.0 RESULTS OF CROSS-HOLE SURVEY 9

4.0 COMPARISON OF MODEL BASED ON THIS STUDY WITH PREVIOUS MODEL 11 5.0

SUMMARY

AND CONCLUSIONS 13 LIST OF REFERENCES FIGURES E

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LIST OF TABLES

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TABLE NO.

TITLE L

1 Surface Elevation and Coordinates of Cross-Hole Borings

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2 Shear and Compressional Wave Velocities and Poisson's Ratio for Layered Limestone Model f

3 Comparison of Previously Derived Best Estimate Spring Constants and Damping Values with Those Derived from Cross-Hole Survey Data LIST OF FIG 1 HUES L

FIGURE NO.

DRAWING NO.

TITLE

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1 78-161-A17 Big Rock Point Nuclear Power Plant Plan of Boring Locations for Cross-Hole Test 2

78-161-El Big Rock Point Nuclear Power Plant Boring Log C-1 and General Notes and Legend 3

78-161-E2 Big Rock Point Nuclear Power Plant Boring Log C-3 4

78-161-A18 Big Rock Point Nuclear Power Plant Typical Installation for PVC Liner Listening Borings 5

78-161-A19 Big Rock Point Nuclear Power Plant Schematic of D'Appolonia Cross-Hole Seismic Survey Technique 6

78-161-A21 Big Rock Point Nuclear Power Plant Example of Cross-Hole Field Data 7

78-161-E3 Big Rock Point Nuclear Power Plant

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Measured Deviation of Borings C-1, C-2 and C-3 with Depth 8

78-161-Bil Big Rock Point Nuclear Power Plant Compressional and Shear Wave Velocities Versus Depth and Profile at Cross-Hole Location C-3 9

78-161-A22 Big Rock Point Nuclear Power Plant Comparison of Analytic Models of Subsurface Materials E

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D*APPOLONIA

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REPORT GEOPHYSICAL CROSS-HOLE SURVEY BIG ROCK POINT NUCLEAR POWER PLANT CHARLEVOIX, MICHIGAN

1.0 INTRODUCTION

D'Appolonia Consulting Engineers, Inc. (D'Appolonia) has completed the cross-hole survey originally proposed in the document prepared by D'Appolonia entitled, Work Plan, Geophysical Cross-Hole Survey at Big Rock Point Nuclear Power Plant Site, Charlevoix, Michigan, dated May 24, 1978. This test program has been conducted to provide confirmation of subsurface material properties which had been estimated for purposes of deriving soil-structure interaction parameters as discussed in Report, Derivation of Floor Responses, Reactor Building, Big Rock Point Nuclear Power Plant, Charlevoix, Michigan, dated June 1978, prepared by D'Appolonia.

The following sections provide a description of the field investigative program (including a description of drilling methods and cross-hole test methods), a discussion of the data obtained from the test, and a graphic presentation of the subsurface caterial properties calculated after reducing the test data.

The calculated values of material properties are then discussed relative to those values assumed in the above-referenced report of June 1978.

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r 2.0 FIELD INVESTIGATIVE PROGRAM s

A cross-hole seismic survey was conducted at the Big Rock Point site for i

the purpose of measuring the in situ subsurface properties of dynamic stiffness and Poisson's ratio.

Two Listening Borings (Nos. C-1 and C-2)

L and an Impact Boring (No. C-3), located as shown in Figure 1, were advanced to a depth of approximately 200 feet on the west side of the reactor building. The arrangement shown provides data with which to assess the relative homogeneity of the subsurface materials in two normal planes.

Consumers Power Company surveyed the boring locations for elevation, coordinates, and geometry. The results are contained in Table 1, below.

TABLE 1 SURFACE ELEVATION AND COORDINATES OF CROSS-HOLE BORINGS NG PLANT COORDINATES, FT SURFACE DISTANCE ELEVATION, M FROM C-3, FT NORTH EAST C-1 12762.01 6977.46 592.86 20.04 C-2 12781.98 7007.57 593.65 30.06 C-3 12782.05 6977.51 593.03 N.A.

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Originally, Listening Boring No. C-1 was to be drilled first and was to be the only boring to be geotechnically sampled, as the three borings are very near to each other and typically would reveal very similar profiles. However, as the field program evolved, Listening Boring No.

C-2 was advanced first; this boring was not sampled and as such served as a reconnaissance boring to reveal the level of difficulty to be anticipated in advancing the sampled Listening Boring No. C-1,

specially in the overburden material. While advancing the boring through the overburden proved relatively easy, some difficulty was encountered in coring through the rock between depths of about 130 feet to 165 feet.

To better define the rock in this zone, the decision was made to recover and evaluate the core frou Impact Boring No. C-3 in addition to sampling D*APPOLONIA

3 the soil and core in Listening Boring No. C-1.

The sampling of the impact boring was performed in conjunction with the conduct of the I

cross-hole testing.

Upon extending each listening boring to full depth (approximately 201 feet) and achieving an open hole, a plastic PVC liner was inserted into each hole and grouted in place to accommodate the placing of the cross-hole geophones and the verticality tool.

For Impact Boring No. C-3, the PVC liner was implaced full depth for measurement of verticality at the completion of cross-hole testing; grouting of the liner in place was not a requirement for this boring.

Impact Boring No. C-3 was actually advanced to a depth of 210 feet during conduct of the cross-hole testing as discussed in Section 3.0.

All work in conjunction with the performance of the cross-hole testing, including soil and rock boring and sampling, and PVC liner installation was conducted in accordance with the standards and specifications for the work as set forth by the D' Appolonia project staf f and as approved by the D'Appolonia Quality Assurance group.

Below are listed the applicable documents.

i e Supplementary Technical Specifications for Subsurface Boring and Sampling for Cross-Hole Seismic Investigation, Revision 0, October 20, 1978.

Standard Specifications for Subsurface Boring and Sampling, October 1, 1975.

D'Appolonia Quality Assurance Manual, Chapters 1, 2, and 4.

The following sections describe the methods and equipment used in the cross-hole program, l

2.1 SOIL BORING AND SAMPLING The borings were advanced using a Mobile Drill B61 rotary rig. To advance the borings in soil, the wash boring technique was employed using a D*APPOLONHA

4 tricone roller bit of either 3-1/8 or 4-1/4 inches diameter.

Bentonite drilling mud was used to stabilize the walls of each boring. Once the boring reached the top of rock, a four-inch steel casing was seated in I

the rock and the inside volume was flushed with clear water.

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Soil samples were retrieved at five-foot intervals as Listening Boring No. C-1 was advanced.

These samples were retrieved using the split-l barrel sampler following the procedure for Standard Penetration Testing, ASTM D 1586.

the number of blows of a 140-pound hammer, falling freely over a height of 30 inches, which are required to drive the sampler for three successive six-inch increments, are recorded. The sum of the blows for the last two six-inch penetrations by the split-barrel sampler is termed the " blow count."

The " blow count" may be related to the soil properties of strength and density for granular soils.

From the split-barrel sampler, disturbed jar samples of soil were retained for visual classification, water content determination, and future reference.

The locations at which soil samples were recovered are shown on the log of Listening Boring No. C-1, Figure 2, with their associated " blow counts."

It can be seen that below an approximately seven-to ten-foot layer of very dense, compacted sands and gravels there exists a very dense glacial till, composed of sand with some silt, clay, and gravel to a depth of about 40 feet.

Numerous large boulders were encountered within this I

lower layer.

2.2 ROCK CORING AND SAMPLING Once the four-inch casing was securely seated on rock, the boring was advanced through rock with a 2.980-inch 0.D. diamond bit and a 10-foot NQ wireline system.

This system retrieves a core having a diameter of 1.875 inches.

For Listening Boring No. C-1 and Impact Boring No. C-3, the core was retained in core boxes, logged, measured for recovery and rock g

quality, and photographed; Figures 2 and 3 present the detailed logs for K

these two borings. The core was not retained for Listening Boring No. C-2, the reconnaissance boring which was completed first.

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5 In general, the rock consisted of brown and gray broken to massive lime-stone with some clay seams and interbedded shale, claystone, and silt-stone layers, as shown in Figures 2 and 3.

The core samples indicate that the rock is somewhat vuggy in nature between depths of about 139 and 167 feet in Listening Boring No. C-1 and between depths of about 130 and 145 feet in Impact Boring No. C-3.

Traces of vugs were also encountered in Impact Boring No. C-3 between depths of about 42 to 45 feet and between depths of about 179 to 189 feet.

As is discussed in Subsection 2.3, it was necessary to grout and redrill all three borings below a depth of about 130 feet to keep the hole clear during insertion of the PVC liner. Over the grouted depth, Listening Boring No. C-1 and Impact Boring No. C-3 were logged during the initial drilling; redrilling of the grouted hole was not relogged, as the core in this case contained grout.

Also, because of difficulties encountered in lowering the geophones in Listening Borings Nos. C-1 and C-2 below depths of about 155 and 180 feet, respectively, the redrilling of Impact Boring No. C-3 was accomplished to a depth of about 210 feet to provide test data down to a depth of about 195 feet.

2.3 PVC LINER INSERTION At the completion of each boring to approximately 201 feet, a 55-millimeter I.D. PVC plastic liner was installed in the boring into which the verti-cality tool (for Borings Nos. C-1, C-2, and C-3) and geophones (for Listening Borings Nos. C-1 and C-2) would be lowered. As has been dis-cussed above and as shown on the logs for Listening Boring No. C-1 and Impact Boring No. C-3, Figures 2 and 3, respectively, the rock was very

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broken at various locations throughout the sampled depth. When the NQ wireline drilling system was raised and then lowered to an already cored depth, the wall of the boring caved and required recoring to reach the bottom of the hole. As the caving condition would interfere with the subsequent installation of the PVC liner, thereby preventing full-depth insertion, the decision was made to cement-grout very broken zones as coring progressed and prior to PVC liner insertion.

This method adequately

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anchored any broken rock in the immediate vicinity of the boring wall I

L into a matrix of cement grout.

Small quantities of quick-setting grout were used to assure that the grout would not migrate beyond the boring wall and affect the subsequent cross-hole measurements. After recoring of the cement grout was complete, the caving condition was eliminated in the broken zones. The PVC liner could then be lowered into place without obstruction.

As a means of sealing the PVC liner into place, the PVC liner was inserted into the Listening Borings Nos. C-1 and C-2 with a one-way valve and slotted pipe attached below the bottom cap (Figure 4).

AW drill rods were used to counteract upward water pressure acting on the liner during the process of insertion and, subsequently, were used as the grout pipe.

Twenty-foot sections of the PVC liner were inserted one at a time and successive sections were glued together using plastic cement and sleeve-like couplings. With the PVC liner extending fully to the 200-foot depth, a light cement grout was pumped through the AW rods and out through the bottom-slotted section.

Grouting continued until the water in the annular space between the cored rock and PVC liner was displaced with cement grout to the surface.

The AW rods and four-inch casing were removed following cement grouting and prior to grout set.

The grout, once set, coupled the PVC liner to the rock, providing a link which allowed the transmission and measurement of the pulse generated in the impact hole.

For Impact Boring No. C-3, the grout was not necessary because the impact pulse was generated in rock at the bottom of the boring as it was advanced in 5-or 10-foot intervals, and the verticality tool was lowered inside the PVC liner which was inserted, but not grouted in place, after completion of cross-hole testing.

All three borings were backfilled with grout at the end of the cross-hole testing and verticality measurement operations.

r 2.4 CROSS-HOLE TEST METHODS The cross-hole technique developed by D'Appolonia and the University of Michigan (Stokoe and Woods, 1972) involves the generation of shear and D*4PPOLONHA

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compressional waves at points below the ground surface, and the measure-ment of the velocity of these waves as they travel horizontally.

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test coaditions are illustrated in Figure 5.

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be measured, drilling is halted.

A vertical velocity geophone is installed in the listening hole at this same elevation and is wedged against the

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casing to provide direct connection between the geophone and the casing.

The top of the drill rod in the impact boring is then struck with a hammer, which sends a compressional impulse down the drill rod.

This impact is transmitted to the subsurface material, and body waves are generated in the rock mass.

The arrivals of the body waves are picked up by the geophone in the listening hole and are displayed on an oscilloscope screen where a Polaroid photograph of the record is retained. A digitally controlled triggering device is connected to the oscilloscope and is activated by the initial blow to the drill rod.

This allows measurement of the time interval from generation to arrival of the energy waves.

The procedure is biased toward the generation and recording of shear waves, as opposed to compressional waves.

The reason for the emphasis on determining accurate shear wave velocities is that the soil / rock dynamic shear moduli (and thus the dynamic foundation spring constants) are a function of the square of the measured shear wave velocities.

The impact produces a wave rich in shear energy. The geophone used is more sensitive to shear waves, which produce vertical motion, than to compressive waves which produce horizontal motions.

Consequently, a low amplitude P wave and a high amplitude S wave trace are obtained on the display, thereby providing a clear definition of the arrival of the shear wave energy.

Further, this method permits a direct interpretation of the results in the field so that a particular horizon can be thoroughly investigated before the impact rod and the sensor are advanced to the next depth.

Figure 6 shows a sample of field cross-hole data obtained at the Big Rock Point Nuclear Power Plant site.

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E Because the triggering device is located at ground surface, the total time elapsed from triggering includes the time for the compressional wave to travel down the drill rod as well as the time for the wave to travel between-boreholes. The travel time in the rod must be subtracted from the total time to determine the corrected travel time of the body waves through the rock. The body wave velocities are calculated by dividing the distance traveled by the corrected travel time.

An in-hole method of calibrating the drilling rod was used in the field.

The spacing between listening and impact boreholes is about 20 and 30 feet at the surface, but varies with depth because during the drilling I

process the boreholes can drift from the vertical.

The spacing between the bottom of the drill rod and the geophone at each test location u determined by performing a verticality survey. The survey measurements are completed after the cross-hole survey is conducted.

The verticality l

surveys were performed by D'Appolonia using the Eastman-Whipstock multiple shot and single shot borehole surveying instruments.

Briefly, the multiple shot device consists of a 6-foot-long steel barrel containing a camera, a pendulum, and a magnetic compass.

In addition, extra sections of steel can be added to the barrel to increase the length of the tool; the total I

length of the tool used for the survey of the holes at Big Rock Point was approximately 10 feet. The device is lowered into a borehole in five-foot increments. At each increment, a photograph is taken indicating the angle of inclination of the hole and the azimuth from magnetic north of l

the direction of inclination. The single shot device is similar in nature, though smaller in diameter, and allows'the recording of verti-cality data at one elevation for each loading of the camera.

The infor-mation from these photographs is reduced to obtain the location of the hole with respect to its surface position.

The resulting deviations for the test borings are presented with the corrected velocity data in the descriptions of the individual test locations. Finally, the corrected velocity values at each location are plotted versus depth and rock type as indicated by the boring logs.

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3.0 RESULTS OF CROSS-HOLE SURVEY I

l Cross-hole seismic tests were conducted to a depth of 210 feet in the i

Impact Boring with receiver geophones measuring the signal at parallel depths to 150 feet in Listening Boring No. C-1 and to 180 feet in Listening Boring No. C-2.

As it was difficult to lower the geophones through the PVC liner in these listening borings below these respective depths, acquisition of data to an effective depth of about 195 feet was achieved by recording impact-generated waves at a depth of 180 feet in Listening Boring No. C-2 due to impacts at depths of 180, 190, 200 and 210 feet in Impact Boring No. C-3.

For these arrivals, the shear wave velocity measured is representative of an inclined path, e.g.,

impact at a depth of 200 feet and recording of the arrival at a depth of 180 feet; the effective depth of the associated shear wave velocity is taken as the average depth, in this case 190 feet.

The data achieved from Listening I

Borings Nos. C-1 and C-2 to depths of 150 feet were generally reproducible, thus indicating homogeneous horizontal wave transmission characteristics in the rock; therefore, to expedite completion of the field test program, no extraordinary effort was technically justifiable to obtain data in Listening Boring No. C-1 below a depth of 150 feet.

The resulting shear and compressional wave velocity data, as corrected for the measured verticality conditions, are presented in Figure 8.

I Verticality measurements are presented in Figure 7.

The profiles shown in Figure 8 reveal that the shear wave velocity in the overburden material varies from 740 feet per second to 2,740 feet per second, with a representative value of about 840 feet per second for depths to 10 feet and a representative value of about 1,860 feet per second for depths from 10 feet to 40 feet.

Compressional wave velocities in the overburden range from 1,490 feet per second to 9,460 feet per second, with a representative value of about 4,920 feet per second for depths to 10 feet and about 8,350 feet per second for depths from 10 feet to 40 t

Poisson's ratio values range from 0.30 to 0.49 with a representative feet.

value of about 0.45 for the overburden material.

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The value shear wave velocity for the limestone range from 3,340 feet per uecond to 7,870 feet per second; rather than choose one repre-i sentative value for the total depth of limestone surveyed, it is more realistic to model the limestone as a layered medium having shear and compressional wave velocity and Poisson's ratio ranges and representa-tive values for the designated layers as shown in Table 2.

TABLE 2 SHEAR AND COMPRESSIONAL WAVE VELOCITIES AND POISSON'S RATIO FOR LAYERED LIMESTONE MODEL l

LIMESTONE LAYER DEPTHS, FT.

40-55 55-130 130-180 Below 180 Shear Wave Range 3340-5090 4070-7870 3360-5010 4440-6920

Velocity, Re esentative nd 4135 5365 4080 6000 hmP' Range 8480-13480 14090-29140 12080-19600 13520-21110 e

Velocity, feet per, Representative 11050 18915 15915 16130 second Value Range 0.41-0.43 0.39-0.48 0.45-0.48 0.36-0.45 Poisson's Rati R

esentative 0.42 0.44 0.46 0.42 I

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i 11 4.0 COMPARISON OF MODEL BASED ON THIS STUDY WITH PREVIOUS MODEL Figure 9 presents the analytic model of the profile based on the interpretation of the cross-hole test and boring data compared with that originally developed for the analysis documented in Report, Derivation

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of Floor Responses, Reactor Building, Big Rock Point Nuclear Power Plant, Laarlevoix, Michigan, dated June 1978. The profile based on cross-hole test and boring data is more definitive than that used in the original analysis and is indicative of the slightly thinrer glacial till layer encountered at the cross-hole test location.

The small strain dynamic shear modulus of the glacial till is slightly greater than the previously assumed best estimate value and the modulus values for the rock also differ somewhat; therefore, the lumped foundation spring and damping parameters were reassessed.

The cross-hole data provides a high level of confidence in the dynamic properties of the materials underlying the site not previously obtainable; therefore, reduction of shear modulus of the glacial till due to strain softening during vibratory ground motion should also be considered.

The shear modulus reduction was calculated to be approximately 90 percent of the small strain (cross-hole te.st) shear modulus (Murphy, et al., 1978).

Bulk density of the glacial till material was estimated through the use of the. average water content determined for the samples taken at the Standard Penetration Test locations; a value of about 147 pcf was deter-mined to be representative for the till.

Bulk density was determined by the volume displacement method for the massive rock to be about 155 pcf.

A modified displacement method was used to establish approximate bounding values of bulk density for the limestone containing vugs; the technique involved sealing the vugs exposed at the surface of the core sample with wax to prevent the fluid into which the core sample was submerged from entering the porous zones.

The initial weight of the sample (without wax) was then divided by the displaced volume to determine bulk density.

The theoretical lower and upper bound values for bulk density of the vugged limestone

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l were calculated to be about 112 pcf and 150 pef; for analytical purposes, f

a value of about 130 pcf was used in the zone between El 463 feet and El 413 feet as shown in Figure 9.

The lumped foundation springs and dampers obtained using the model based on cross-hole and boring data are compared in Table 3 with the previously estimated values.

The soil springs based on cross-hole data are about 5 percent to 35 percent greater than the values based on the previous analysis, well within engineering limitations expected for a dynamic analysis. The damping values based on cross-hole data are approximately 5 percent to 20 percent greater than the dampP s calculated in the previous analysis, i.e.,

the analysis documented in the above referenced report conservatively considered less damping in the soil-structure interaction elements than the actual values would now allow.

The methodology used to compute the foundation spring constants and i

damping values using the parameters obtained from the cross-hole test is consistent with that used previously in calculating the best estimate values. The methods of computation of these values are documented in the above referenced repori: of June 1978.

TABLE 3 COMPARISON OF PREVIOUSLY DERIVED BEST ESTIMATE SPRING CONSTANTS AND DAMPING VALUES WITH THOSE DERIVED FROM CROSS-HOLE SURVEY DATA 1

SPRING CONSTANTS DAMPING

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BEST CROSS-HOLE BEST CROSS-HOLE ESTIMATE DATA ESTIMATE DATA 10 10 8

8 2.27 x 10 2.65 x 10 1.07 x 10 1.15 x 10 Vertical lb/ft Ib/ft Ib.sec/ft Ib.sec/ft 9

9 7

6.22 x 10 6.66 x 10 3.54 x 10 3.64 x 10 lb/ft Ib/ft lb.sec/ft Ib.sec/ft 13 13 10 10 2.33 x 10 3.16 x 10 6.03 x 10 7.27 x 10 R c ins Ib.ft/ rad Ib.ft/ rad Ib.see.ft/ rad Ib.see.ft/ rad 13 l3 10 10 2.08 x 10 2.17 x 10 3.92 x 10 4.25 x 10 Tonion Ib.ft/ rad Ib.ft/ rad Ib.see.ft/ rad Ib.see.ft/ rad j

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5.0

SUMMARY

AND CONCLUSIONS D'Appolonia has conducted a cross-hole survey as documented herein to provide confirmation of subsurf ace material properties at the Big Rock Point Nuclear Power Plant site.

Properties had been previously assumed based on limited boring and soil test data, as discussed in Report, Derivation of Floor Responses, Reactor Building, Big Rock Point Nuclear 1

Power Plant, Charlevoix, Michigan, dated June 1978. 'As shown in Table 3, there is generally good agreement between best estimate spring constants and damping values based on the previously assumed subsurface material properties and those derived from the cross-hole survey data.

The actual site conditions at the location of the cross-hole test indicate a slightly thinner overburden layer than that which exists at the Reactor Building centerline and slightly stiffer glacial till properties.

Further, the previously conducted analysis may be regarded as conserva-tive because less damping in the soil-structure elements was considered I

than that which has been obtained based on the cross-hole test data.

Based on the results of the cross-hole test program, D'Appolonia recommends that there is no need to reanalyze the model for the Big Rock Power Nuclear Power Plant Rea.cor Building, as the actual subsurface properties are in very good agreement with those previously assumed.

I Respectfully submitted, Alan D. Husak ADH:ggo Project No. 78-161C I

January 29, 1979 I

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LIST OF REFERENCES Hurphy, Donald J., D. Koutsof tas, J. N. Covey and J. A. Fischer,1978,

" Dynamic Properties of Hard Glacial Till," Proceedings of the ASCE Geotechnical Engineering Division, Specialty Conference, Earthquake Engineering and Soil Dynamics, Vol. II, June 19-21, Pasadena, California,

p. 636.

Stokoe, K. H. and R. D. Woods, 1972, "In Situ Shear Wave Velocity by Cross-Hole Method," Soil Mechanics and Foundation Division Journal, ASCE, p. 463.

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BIG ROCK POINT NUCLE AR POWER PLANT PLAN OF BORING LOCATIONS FOR CROSS-HOLE TEST PREPARED FOR NUS CORPORATION ROCKVILLE, MARYLAND CONSUM R POWER CQ, FIELD BOOK NO.805 DitPIN)IANIA SKETCH, DATED ll-21-7a

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