ML20071P243
| ML20071P243 | |
| Person / Time | |
|---|---|
| Site: | Byron  |
| Issue date: | 09/30/1982 |
| From: | DAMES & MOORE |
| To: | |
| Shared Package | |
| ML20071P237 | List: |
| References | |
| NUDOCS 8211020402 | |
| Download: ML20071P243 (60) | |
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!" REPORT CONFIRMATORY GE0 TECHNICAL INVESTIGATIONS ESW PIPELINE CORRIDOR
- BYRON STATION - UNITS 1 AND 2 COMMONWEALTH EDISON COMPANY PREPARED FOR SARGENT & LUNDY ENGINEERS
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Dames & Moore
- D&M Job No. 5643-120-07
- - , ,, , September 30, 1982
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Dames & Moore ' g,5,on;;,r",'gra -
Fp* (312) 297-6120 L TWX:010-253-4007 Cable addrew I)A MI.MORI:
October 1,1982 Sargent & Lundy Engineers 55 East Monroe Street Chicago, Illinois 60603 DMO-26
"" Attention: Mr. R. J. Netzel Senior Structural Project Engineer Gentlemen:
' Thi s letter transmits 10 copies of our " Report, Con fi rmatory Geotechnical Investigations, ESW Pipeline Corridor, Byron Station - Units 1 and 2, Comonwealth Edison Company."
" If you have any questions or require any additional in formation, please feel free to contact us.
Respectfully submitted, DAME 5 & N00RE
)LU . f i
Michael L. Kiefer j- Partner MLK:id Ten Copies Submitted l~
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TABLE OF CONTENTS PAGE
_ INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 PREVIOUS INVESTIGATIONS . . . . . . . . . . . . . . . . . . . . . . 3 GE0 LOGIC INVESTIGATION OF SOLUTION FEATURES . . . . . . . . . . . . 4 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . 4 SCOPE OF WORK. . . . . . . . . . . . . . . . . . . . . . . . . 4 CONCLUSIONS. . . . . . . . . . . . . . . . . . . . . . . . . . 5 CONFIRMATORY GE0 LOGIC INVESTIGATIONS. . . . . . . . . . . . . . . . 7 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . 7 EXPLORATION REQUIREMENTS AND ACCEPTANCE CRITERIA . . . . . . . 8 SCOPE OF WORK. . . . . . . . . . . . . . . . . . . . . . . . . 9 METHOD OF INVESTIGATION. . . . . . . . . . . . . . . . . . . . 9 RESULTS OF FIELD INVESTIGATION . . . . . . . . . . . . . . . . 10 CONCLUSIONS. . . . . . . . . . . . . . . . . . . . . . . . . . 12 CONFIRMATORY S0ll INVESTIGATION . . . . . . . . . . . . . . . . . . 13
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F IN AL CONCI.U S ION S . . . . . . . . . . . . . . . . . . . . . . . . . 15 APPENDIX A - FIELD INVESTIGATION AND LABORATORY TESTS a
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LIST OF TABLES TABLE NUMBER 1
SUMMARY
OF S0ll PROPERTIES
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SUMMARY
OF PIPELINE SETTLEMENTS
- LIST OF FIGURES
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FIGURE NUMBER 1 REGIONAL LOCATION MAP 2 PLOT PLAN - LOCATIONS OF INVESTIGATIONS
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3 PLOT PLAN - AREAS OF CONCERN 9 AND 11 4 MAJOR LINEAMENTS - AREAS OF CONCERN 9 AND 11 5 GENERALIZED SUBSURFACE CROSS SECTION - AREA 0F CONCERN 11 6 CROSS SECTION - ANGLE B0 RINGS IN AREA .0F CONCERN 11 1
7 CROSS SECTION - ANGLE B0 RINGS IN AREA 0F CONCERN 9 APPENDIX FIGURES FIGURE NUMBER A-1 KEY TO LOGS OF B0 RINGS A-2 LOGS OF B0 RINGS A-3 CONSOLIDATION TEST DATA A-4 PARTICLE SIZE ANALYSES
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REPORT CONFIRMATORY GE0 TECHNICAL INVESTIGATIONS 2 ESW PIPELINE CORRIDOR BYRON NUCLEAR POWER STATIONS - UNITS 1 AND 2 COMMONWEALTH EDIS0N COMPANY
- a INTRODUCTION p
This report presents a summary of previous investigations and the a results cf the recent confirmatory investigations performed to document the subsurface stability of the Essential Service Water (ESW) pipeline corridor at the Byron Nuclear Power Station - Units 1 and 2, Commonwealth Edison Company (Figures 1 and 2). The confirmatory investigations were performed in response to the Nuclear Regulatory Commission (NRC) request (1,etter to L Connonwealth Edison Company, dated June 1,1982) that additional subsurface information be provided in order to determine the adequacy of the foundation support for the ESW pipeline.
The purposes of the confirmatory investigations were to demonstrate a
that the stability of the ESW pipeline will not be influenced by solution
, features within the bedrock and settlement resulting from compression of the in-situ soils which underlie portions of the pipeline.
l~ The scope of the confirmatory investigations included:
l i- 1. Drilling two angle borings at least 80 feet into bedrock at each of two locations where major joints project across the l ESW pipeline (Areas of Concern 9 and 11) in order to document i the conditions of the foundation rock below the ESW pipeline; and
- 2. Performing laboratory tests on undisturbed samples from two soil borings drilled in Area of Concern 11, correlation of the
- subsurface conditions with those identified in the FSAR, and analyses to confirm previously estimated pipeline settlement.
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r The confirmatory investigations ' presented herein substantiate the conclusions that subsidence of the bedrock below the pipeline due to solution
, phenomenon is not possible and that settlement of .the pipeline supported on soil (Areas of Concern 11 and 12) is acceptable and agrees with those values previously presented.
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PREVIOUS INVESTIGATIONS Extensive investigations have been performed at the site dating back to 1972. Detailed documentation of this work is presented in the FSAR, including pipeline construction surveillance and a recent geologic investigation of solution features. T:le geotechnical investigations which 4 were performed subsequent to the issuance of a construction permit are listed below:
o Grouting Program, FSAR Attachments 2.5-A and 2.5-B: Pressure grouting of the plant foundation was performed and included vertical borings at 20-foot centers and correlation of grout takes with stratigraphic horizons and joint patterns.
- o Faul t Investigation, FSAR Attachment 2.5-C: A thorough assessment was made of the nature of faults exposed in the bedrock, the relationship of these features to regional
_ structural geology and seismicity, and the age of displacement.
o Pipeline Construction Surveillance, FSAR Attachment 2.5-G:
Inspection of about 2-1/2 miles of bedrock exposed on the trench floor, about 80 percent of the excavation, provided direct examination of the bedrock surface and nature of the upper 5 to 10 feet of beorock along the corridor.
o Solution Feature Investigation, FSAR Attachment 2.5-I: A summary of this investigation, completed in 1982, is presented in the following section.
This report references data collected during the previous investi-ca gations by referring to specific sections and figures in the FSAR.
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p GE0 LOGIC INVESTIGATION OF SOLUTION FEATURES P
INTRODUCTION P
The purpose of this investigation was to study solution features in p the dolomite bedrock along the pipeline corridor. This study was initiated in December,1981 following Nuclear Regulatory Comission (NRC) staff review of the Byron Station - Units 1 and 2 Final Safety Analysis Report (FSAR). This review raised concern on the part of the NRC staff about the method of formation and age of depressions formed on the bedrock surface along the pipeline corridor.
SCOPE OF WORK P The study focused on two solution features that are considered to be representative and which are located adjacent to the pipeline corridor.The a
first feature is a closed depression on the ground surface, about 800 feet
, east of Razorville Road and 4000 feet northwest of Units 1 and 2 (Figure 2).
The second feature is a buried bedrock depression which underlies the ESW pipeline corridor at coordinates 49+20N, 32+70E.
The purposes of the investigation were to:
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- 1. Determine the bedrock stratigraphy beneath the two areas by drilling borings;
- 2. Determine the soil stratigraphy and configuration of the bedrock surface beneath the surface depression by trenching across the feature to directly expose the soil and bedrock;
- and I
- 3. Substanti ate the mechanism of formation of the bedrock
% depressions, the age of the features, and the potential for similar features to develop in the future.
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The report documenting the results of this investigation is presented in the FSAR Attachment 2.5-I. The following section provides a summary of the investigation.
CONCLUSIONS The evidence gathered from the borings and trenching conclusively I shows that bedrock depressions were formed by ancient solution widening of a
, joint system, as stated in the FSAR. No cavities were encountered beneath the solution features, nor is there any evidence to indicate that collapse or subsidence has occurred or is possible in the bedrock. Specifically, this study revealed the following:
o The trench east of Razorville Road revealed a continuous,
~ irregular bedrock surface that forms a depression on the bedrock surface. The attitude of bedding shows flat-lying bedrock that has not been disturbed by collapse or local movement.
o The floor of this trench contained closely spaced joint sets in the bedrock underlying the solution basin east of Razorville Road that had been solution widened to form steep-sided depressions of several feet in depth on the bedrock surface.
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o The oldest glacial deposit in the depression is Illinoian till which is older than about 125,000 years and possibly 200,000 years or more. Wisconsinan deposits overlying the till have blanketed the depression, causing the gradual and undisturbed infilling of the feature.
o Continuous stratigraphic control was established beneath the
. trenched solution basin by correlation of a bentonite bed in borings drilled within and adjacent to the feature.
o The same bedrock conditions were found at the buried bedrock depression in the plant area (Area of Concern 11) and indicates that solution widening along preexisting joint systems is the comon mechanism of formation for both features.
o Field observation, literature search, and chemical analyses indicate that the rate of solution activity presently taking
_ place at the site is imperceptible.
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a This study provides the basis to conclude that the solution features and associated ground surface depressions at the site are not related to
_ collapse or subsidence of subsurface cavities and are not sinkholes, as defined in the geological literature. The features are, on the other hand, solution basins, developed by ancient differential solutioning along joints.
In addition, as it can be concluded that sinkholes cannot develop at the site e.e during the life of the plant, subsidence of the bedrock along the pipeline
,,, corridor by such a phenomenon is not possible.
Independent opinions were also obtained from representatives of the Illinois State Geological Survey (ISGS). Their opinions are based on their knowledge of the geology of Illinois, a site inspection trip, and previous investigations of the site geology. Principal ISGS participants were
,,, Drs. Dennis R. Kolata and Leon R. Follmer, whose summaries of observations cade during their visit to the site on December 14, 1981 are included in the FSAR, Attachment 2.5-1.
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CONFIRMATORY GE0 LOGIC INVESTIGATION a
INTRODUCTION This section presents the results of a confirmatory geologic investigation performed for the ESW pipeline at the Byron Station. The a
purpose of this investigation was to address NRC staff corcerns with respect to the adequacy of the foundation support for the ESW pipeline as stated in the NRC's Request for Additional Information dated June 1,1982.
The NRC staff was concerned that a prominent northwest - southeast lineament related to well developed surface drainage might represent a significant subsurface solution feature. The specific locations identified
- are Areas of Concern 9 and 11 which are located in areas where the prominent northwest - southeast trending lineament crosses the ESW pipeline corridor (Figure 4). Area of Concern 9 is located along the east - west run of the ESW pipeline between Station 24+60E and 27+60E at approximately N63+24 m
(Figure 2). Area of Concern 11 is located within the fenced plant area
, between 45+20N and 53+00N at approximately 32+70E (Figure 2). Previous investigations of these areas have been described in the FSAR, Attachments 2.5-G and 2.5-I. The geological investigation described below confirms the original interpretation of the general subsurface profile in Areas of Concern a
9 and 11 and confirms our previous conclusions that: linear drainage features
, are joint controlled; cavities are not present beneath the solution features; and solution collapse and/or subsidence has not occurred nor is possible in P the areas where bedrock lows occur W
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'O EXPLORATION REQUIREMENTS AND ACCEPTANCE CRITERIA The NRC requested that two angle borings be drilled at an inclina-
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tion of 45 degrees in both Areas of Concern 9 and 11 to evaluate the bedrock stability below the ESW pipeline. The borings were to extend at least 80 lineal feet into bedrock. It was also requested that the following drilling
. data, in addition to core recovery and rock quality designation (RQD), be recorded during rock coring: drill rod drops and drilling fluid losses, coring
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pressure, rate of penetration, bit rotation speed, and drill bit conditions.
The NRC provided geologic acceptance criteria for evaluating the results of this confirmatory investigation in the June 1,1982 letter.
'_ The acceptance criteria were clarified in letters from the applicant to the NRC dated July 20, 1982 and confirmed by the NRC to the applicant dated
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July 29,1982. A summary of the geologic acceptance criteria are:
- Acceptance Criteria 1:
The subsurface stability and foundation support are consi dered
, acceptable if the resul ts of this investigation show that there are no open or partially filled joints having a width in excess of 4.5 feet. Filled joints are acceptable. In addition, if the percentage of open joints in 50 feet of rock coring, beginning at rock surface, is less than 20 percent, the conditions are acceptable.
l Acceptance Criteria 2:
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If an open joint width (W) is greater than 4.5 feet, the NRC staff will accept the adequacy of the foundation :;upport if the resul ts show that alluvial (soil) support extends at least to a depth of 2W below the pipeline. If alluvial (soil) support depth is less than
- - 2W, grouting below the unreinforced pipeline run where voids are encountered, will be required.
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SCOPE OF WORK The confirmatory investigation was designed to:
- 1. Determine by drilling angle borings the extent of open or partially filled joints at two locations along the ESW pipeline at projected intersections with major joint trends and drainage lineaments (Areas of Concern 9 and 11);
- 2. Confirm the absence of voids in the upper 50 feet (vertical) of bedrock; i
- 3. Document compliance with the NRC acceptance criteria; and
'- 4. Assess the bedrock stability of the pipeline foundation.
Dames & Moore's field investigation consisted of drilling two angle borings at least 80 feet into bedrock and two vertical borings to the top of bedrock in both Areas of Concern 9 and 11. Dames & Moore also observed and recorded primary and secondary drilling data, as described below.
METHOD OF INVESTIGATION The field investigation was performed between August 9, 1982 and August 20, 1982. Rock core from borings SF-8 through SF-11 was obtained with an NX-size wireline, double-tube, split core barrel (10 feet in length). The rock core from each boring was geologically logged and photographed upon
,,, completion of the field work. Four soil borings, SF-8A through SF-11A, were drilled vertically to the top of bedrock in the vicinity of each of the l= four angle borings, in order to define the soil stratigraphy.
The primary data collected during this investigation included the lithologic conditions, core recovery, RQD, rate of penetration (time required l, to core each foot), drill rod drop (if any), and drilling fluid return. In i
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addition, other drilling data was collected for correlation with the primary data, including coring pressu re, bit rotation speed, and bit conditi ons.
A more detailed description of the field investigation is presented in Appendix A, along with the Log of Borings and graphical presentation of the
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drilling data.
RESULTS OF FIELD INVESTIGATION
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All four angle borings were terminated within the Dunleith Formation of the Galena Group. The Dunleith Formation forms the bedrock surface within the areas investigated, including the solution feature investigated in 1981/82
- and the plant site. Consistent with previous investigations, the Dunleith Formation consists of buff, finely crystalline dolomite which is thin to
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medium bedded. Fractures and vugs are generally weathered to a brownish-yellow. Locally, and generally near the bedrock surface, more highly weathered zones are altered to a yellow dolomitic sand.
Borings SF-8 and SF-9 were drilled in Area of Concern 11 at an angle of 45* on north and south azimuths, respectively (Figure 3). A generalized
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subsurface cross section (Figure 5) indicates that the bedrock topography at the locations of these borings is consistent with previous investigations (FSAR Attachment 2.5-G, Plate 4b and Attachment 2.5-I, Figure 9) . A more
, detailed cross section through the northern portion of Area of Concern 11 is presented on Figure 6. The bedrock conditions at this location agree with
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those documented in Area of Concern 11 in the 1981/82 investigation (FSAR, Attachment 2.5-I).
b Borings SF-10 and SF-11 were drilled in Area of Concern 9 at an c angle of 45* on west and east azimuths, respectively (Figure 3). These a [10]
borings are located near the head of a northwest-trending linear drainage feature and are within the bedrock surface low defined as Area of Concern 9 in
,, the FSAR, Attachment 2.5-G. A cross section through Area of Concern 9 is presented on Figure 7. This unexaggerated profile adds more detail and generally confirms the exaggerated subsurface profile presented in FSAR, Attachment 2.5-G (Plate 4C). The surface of the dolomitic sand which represents the remanent bedrock surface is consistent across the cross-
_ sec ti on . However, as would be expected in a joint-controlled, drainage feature, dif ferential weathering along joints has created an irregular bedrock surface, as interpreted at Boring SF-11A.
No drill rod drops were recorded while drilling borings SF-8 through SF-10. A U.2 foot drill rod drop and loss of drilling fluid was noted when
_ Boring SF-11 intersected the borehole of Boring SF-10. This intersection was confirmed by probing, by examining the recovered core from Boring SF-11 which showed the outline of the Boring SF-10 borehole, and by observing the return of grout out of Boring SF-10 while grouting Boring SF-11.
The areas drilled during this confirmatory geologic investigation
- are located along the projection of a major northwest-southeast trending joint set. The jointing is apparent in the four borings by the amount of fractured rock and the low RQD values within several intervals in the core. Boring logs and drilling parameter data indicate that the borings did not encounter any
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voids. Intervals of relatively low core recovery and RQD can be correlated with near surface weathering and with zones of highly fractured and weathered rock intersected by the borings. For example, RQD and recovery in Borings SF-8 between elevations 800 and 790 can be correlated with a zone of tightly
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of tightly spaced fractures. In this zone, there was no loss of drilling fluid, no increase in bit rotation speed, and no drill rod drops ( Appendix A,
. Figure A-2.5) .
CONCLUSIONS Areas of Concern 9 and 11 are located at intersections of the ESW pipeline corridor with major northwest-southeast trending joint sets. The
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joints encountered in the four angle borings are tight (closed) and no voids (open joints) were encountered within the upper 50 feet (vertical) of the bedrock. The results of this investigation confirmed the adequacy and
. stability of the foundation bedrock below the ESW pipeline corridor and satisfy the geologic acceptance criteria proposed by the NRC staff. Al though
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these borings intersected major joint sets which contained highly fractured zones, generally having higher permeabilities, no increase in bedrock solution activity was noted and no voids were encountered.
. - This investigation reconfirmed the conclusion that solution features were developed by differential solutioning along joints; and that major joint trends do not represent locations of potential bedrock instability.
j It can therefore be concluded that subsidence or solution collapse of the bedrock due to solution phenomena is not possible along the pipeline.
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CONFIRMATORY SOIL INVESTIGATION The NRC requested that additional borings be drilled and that
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undisturbed soil samples be obtained in Areas of Concern 11 and 12. The objectives of this program were to: 1) determine the compressibility and consolidation characteristics of two layers identified during construction
_. surveillance (FSAR, Attachment 2.5-G) as an organic clayey silt (topsoil) layer and the underlying silty clay layer, and 2) establish (reaffirm) the
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total and differential settlement of the ESW pipeline.
Four borings were drilled in March and April 1982 in order to obtain undisturbed soil samples and install four observation wells (one in
- soil and one in bedrock at two locations) to provide documentation of the ground-water conditions along the ESW pipeline (SER license condition, February 1982). The locations of the borings (0W-1 through OW-4) are shown in Figure 3. Undisturbed soil samples were obtained in Borings OW-1 and 0W-2A.
A description of the field procedures is presented in the Appendix. Boring logs are presented in Figures A-2.1 through A-2.4.
Laboratory tests, including consolidation, Atterberg limits, organic content, and particle size analyses were performed on the soils ob tained. The results of the laboratory tests are presented in Appendix A.
A summary of the soil properties are presented on Table 1.
The results of the 0W-series of borings, as well as the SF-borings, confirm the interpretation of the subsurface conditions, presented in the
- FSAR, Attachment 2.5-G. A generalized subsurface profile through Area of Concern 11 which includes the OW and SF borings is presented on Figure 5. No
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unusual soil conditions were encountered and the interpretation of the general subsurface profile and soil properties along the pipeline remains unchanged,
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with one minor exception. The soil layer previously identified as organic cl ayey si l t (buried topsoil) is considerably thinner than previously Indicated, and in fact was only encountered in Boring OW-2. In addition, the organic content was determined to be 3.4 percent and the Atterberg limits
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indicate that the soil should be classified CL/CL-ML according to the Unified Soil Classification System. As a result, this layer should not be classified as organic as previously reported.
. All four piezometers installed in the 0W borings were dry during the monitoring period of April through August 1982. This indicates that the ground water level is below Elevation 810 feet (MSL) in Area of Concern 11.
The results of the consolidation tests ( Appendix A, Figures A-3)
, show that the soil profile encountered is preconsolidated to loads well in excess of the existing overburden. This is in agreement with consolidation tests on similar soils from the plant site area (FSAR, Figures 2.5-53 through 2.5-55).
Settlement analyses were performed for Areas of Conce'rn 11 and 12.
The results of the analyses are presented in Table 2. The analyses show a 1
maximum total settlement of 0.5 inches and a maximum differential settlement a of 0.2 inches over a distance of 100 feet in Area of Concern 11. In Area of Concern 12, maximum total settlement was calculated to be 0.4 inches, and the W
maximum differential settlement was calculated to be 0.2 inches over a distance of 100 feet. These settlements are in agreement with tho se previously estimated in response to NRC questions (see NRC Question and Response 241.6).
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FINAL CONCLUSIONS
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The confirmatory investigations described in this report demonstrate that the stability of the ESW pipeline will not be influenced by solution features within the dolomite bedrock and settlement resulting from compression
_ of the in-situ soils which underlie portions of the pipeline not supported directly on rock. These conclusions are substantiated by data collected during these recent investigations and previous studies which indicate:
o Depressions on the bedrock surface are the resul t of differential weathering and solution widening along joints; o The horizontally bedded and continuous strata beneath solution basins and buried bedrock depressions indicate that these features did not form as a result of solution collapse; o The rate of solution activity presently occurring at the site is imperceptible; o Major joint trends do not represent locations of potential bedrock instability; ,
- o The soil encountered beneath sections of the pipeline, not supported on rock, is preconsolidated to loads well in excess of the existing overburden; and
- 0 Settlement analyses for Areas of Concern 11 and 12 are in agreement with those previously estimated in response to NRC questions.
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Tables, figures and appendices are attached and complete this
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report.
Respectfully submitted, DAMES & MOORE Michael L. Kiefer avid F. Fenster rg'j ec t ,Geo og tt
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,. Charles S. Kuntz )
e Senior Geologist
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TABLE 1
SUMMARY
OF SOIL PROPERTIES M0ISTURE DRY LIQUID PL ASTICITY PASSING BORING AND DEPTH CONTENT DENSITY LIMIT INDEX N0. 200 SIEVE SAMPLE NO. (feet) (%) (pcf) (t) (%) (%)
OW-1, 3 14.5 13.4 117 24 12 0W-1, 4 17.8 13.6 11 5 19 7 , ,
0W-1, 5 20.5 9.2 124 12 2 OW-1, 6 22.8 10.5 125 14 4
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0W-2A,1 16.3 18.3 108 22 7 OW-3, 3A 14 .5 11.2 16 4 36 OW-3, 4 16.0 13.2 ,- 24 0W-3, 5 17.0 13.0 NP 18 OW-3, 6C 18.0 12.5 15 5 OW-3, 6A 19.0 13.0 13 3 OW-3, 9B 23.0 10.4 9*
- Plastic limit, inadequate sample for Liquid Limit.
, NP= Non-plastic.
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r-TABLE 2
SUMMARY
OF PIPELINE SETTLEMENTS CALCULATED SETTLEMENT AREA 0F CONCERN NO. STATION (inches) 11 N51+20 0.2 M
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11 N50+20 0.4
,, 11 N49+20 0.5 11 N48+20 0.5 11 N46 +20 0.3 11 N45 +20 0.4 t,
11 N43+90 0.3 12 N41+50 0.4 12 N40+50 0.2 12 N38+50 0.2 12 N37+00 0.2
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10 % fail PLAut 575ftR.
CONFIRM A10RY INVESTIG ATIONS 2.
i.(LIVAfl0ll5w staaiausecm IEFLt 101 Ag Sia llWit , ae FIGURE 2 1144 $ Heat 04 F!f.LRE 3.
PLOT PLAN -
baat W RFIEEtt m.wiiic w ias comta av cmaa LOCATIONS OF INVESTIG ATIONS 1- amat sunty. Fu us ram, tu;uis.
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- r g 18-2Q EXPLANATION:
{(l\
INDICATES LOCATION OF BORINGS
~ '
A,1 -l $ [8 -2 ((
SF-8 DRILLED IN 1982.
SF- 9 INDICATES LOCATION OF EORINGS G-13 j 0 738-lby.
- ~
SF-7 DRILLED IN 1981. ,
(' 4 INDICATES LOCATION OF 80 RINGS i SF-8 I
+ IB-9 DRILLED IN FREVicus INVESilGATIONS By 5 .x- v /-
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- 1. SEE FlCURE 2 FOR LOCATION OF OW . ' on N AREAS INVESTICATED. \, IS 3dl ,.
\
- 2. COORDINATES REFER TO PLANT COORDINATE SYSTEN. '
/ \\A'\ '
k QW I' '
l~ 3. LOCATION OF BORINGS SF-8A THROUGH IB-52#( s i
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SF-II A ARE SHOWN ON LOGS OF BORINOS
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T AREA OF CONCERN 11 200 0 200 l
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BYRON STATION CONFlRMATORY INVESTIG ATIONS FIGURE 3 PAP
REFERENCE:
PLOT PLAN -
COMPILED BY CM CAGO AERIAL SJRVEY:
- PROJECT 8063; OATED APRIL 1371. 9 AND 11
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- INDICATES LOCATION OF BORINGS SF-8 DRILLED IN 1982.
FEET INDICATES LOCATION OF BORINGS 4 SF-7 DRILLED IN 1981.
g lNDICATES LOCATION OF BORINGS T Ig._ g DRILLED IN PREVIOUS INVESTIGATIONS
_ BYRON STATION wore. CONFIRM ATORY INVESTIGATIONS
- 1. MAJOR LINEAP.ENTS SHOWN ARE FROM FSAR, FIGURE 2.5-101 FIGURE 4 l BASE MAP
REFERENCE:
MAJOR LINEAMENTS -
"~ TOPOGRAPHIC MAP WAS COMPILED BY CHICAGO AERI AL AREAS OF CONCERN 9 AND 11 SURVEY, FRANKLIN PARK, ILLINOIS.
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770- f I I I I / r 1 i / / /
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NOTES:
- 1. SEE FIGURE 3 FOR LOCATION OF BORINGS.
- 2. IB BORINGS WERE ORILLED WEST OF SF BORINGS 40 0 AND PROJECTED TO THIS PROFILE. Soll CONDITION $ y MAY VARY RELATIVE TO PROFILE SHOWN. No vrnt 3.18 BORINGS WERE DRILLED DURING JULY,1977 AT g PREVIOUS GRADE.
CV 4. SF BORINGS WERE ORILLED DURING DECEMBER,1981
- - AND AUGUST,1982 AT EXISTING GRADE.
h g
- 5. OV BORINGS WERE DRILLED DURING MARCH, 1982 AT EXISTING GRADE.
O
- 6. CROSS SECTIONS ARE INTERPETED FROM BORINGS.
CONDITIONS BETWEEN BORINGS MAY DIFFER FROM THAT SHOWN.
- 7. COORDINATES P.EFER TO PLANT COORDINATE SYSTEM.
- 8. ELEVATIONS REFER TO FEET ABOVE MEAN SEA LEVEL.
w =
.9e*
i o o o NORTH
+ + '
N
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t n ~890 l ; i 0 0 f SF-8 s g SF-9
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- 730 WEET 00 30 L EXAGGEROVt0N 1
BYRON STATION ;
i CONFIRMATORY INVESTIGATIONS l FIGURE 5 i GENERALIZED SUBSURFACE CROSS SECTION AREA OF CONCERN 11 , l
- 1 i
1
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FILL OVERBURDEN ._ ,_
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. NOTES' - / y y I y 1. SEE FIGURE-3 FOR LOCAfl0N OF BORINGS.
'o"
- 2. IB BORINGS WERE DRILLED WLST OF SF BORINGS AND PROJECTED TO THl$ PROFILE. #
3 s
~
k SOIL (CNDITIONS MAY VARY RELATIVE T0
\
h PROF 1LE SHOWN.
'oo \ N
- 3. IB BORINGS WERE ORILLED DURING JULY. 1977 k
s AT PP.EVIOUS GRADE.
- s h 1+. SF BORINGS WERE DRILLED DURING AUGUST,1982 f D AT EXISTING CRADE. /
D 'oO gBPO- 5. CROSS SECTIONS ARE INTERPETED FROM BORINGS.
CONDITIONS BETWEEN BORINGS tiAY DIFFER FROM THAT SHOWN.
k 6. COORDINATES REFER TO PLANT COORDINATE SYSTEM. ,
- 7. ELEVATIONS REFER TO FEET ABOVE PEAN SEA LEVEL.
BIO-
- e
- w b-o 800- ,*
e O
N 'e I
N PERCENT *>
$ RECOVERED c 790 - e, T.D. l l 3.7 *
(WATER LOSS AT 99.8')
RQD 780 -
% 9 14.i.* *W.T &e'MW*WW"9
l
- . 52+20N l
< l NORTH _ i
- I B - 19 e ~ !
r, GRADE 3 i!. (PROJECTED) SF -9
\ / -
% BURDEN
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- ( DOLOMIT E)
P O FEET lo o 10 4
NO VERTICAL EXAGGERATION
+
4 4
l # BYRON STATION l p CONFIRM ATORY INVESTIGATIONS FIGURE 6 E CROSS SECTION ANGLE BORINGS IN AREA OF CONCERN 11 S
Y d
4
$ so T. D. 1 19. 4 '
(NO WATER LOSS)
\
r r
L 25+80E 26+30E WEST l8r [8w
= U C S 860 - y32 s e is er a HS SF-il H E $
N_
850 - OVERBURDEN
- 840 - g s
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i:
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l to PERCENT l~
RECOVERED e,
780 - T.D. iii .s' l- (WATER LOSS i
AT 71. 3 ' )
t RQD l
770 -
l
. . 76 0 80E 4 l EAST O - .
T u.
C' EXISTING GRADE / j S F -10 <
FlLL OVERBURDEN
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O dl ,I I b NOTES:
- 1. SEE F IGURE 3 FOR LOCATION OF l'ORINCL.
2.18 BORINGS WERE DRitLED WEST OF Si
- BORINGS AND FROJECTED TO THIS PROF ILE.
Soll CONDITIONS MAY VARY RELATIVE 10 FROFILE SHWN.
DUNLEITH FORM ATION (DOLOMITE) 3. Is 80RINcs WERE DRILLED DURING JULY. 1977 AT PREVIOUS CRADE.
- 4. $F 00 RINGS WERE DRlLLED DURING AUCUST.1982 AT EXISTING CRADE.
- 5. CR055 SECTIONS ARE INTERPETED FROM BORlNC5.
CONDITIONS BE VEEN BORINGS MAY Dif f ER fit 0M THAT SHOWN.
- 6. COORDINATES REFER TO PLANT COORDINATE SYSTEM.
- 7. ELEVATIONS RE FER TO FEET ABOVE ME AN SEA LEVEL.
+
FEET
- IO O 10
' A
, }
NO VERTICAL EX AGGERATION d'
E O BYRON STATION
- O CONFlRMATORY INVESTIG ATIONS
,s FIGURE 7 T .D. 123.7 CROSS SECTION (WAT(R LOSS $T ANGLE BORINGS IN AREA 67.7,)TO 71.2 70.5 AND OF CONCERN 9
APPENDIX A FIELD INVESTIGATION AND LABORATORY TESTS This appendix presents tha methods used during performance of the
, geotechnical investigations which were performed to confirm the subsurface stability of the ESW pipeline. The studies consisted of two separate field investigations conducted in March 1982 and August 1982. The methods used in conducting each investigation are presented in the following sections.
CONFIRMATORY S0ILS INVESTIGATION
, Additional geotechnical investigations were conducted to install ground-water observation wells and obtain undisturbed soil samples. The field
, program, performed in March 1982 consisted of drilling four borings which ranged in depth from 22.3 feet to 60.4 feet below the ground surface at the locations shown on Figure 3. Surveying services were provided by the Comonwealth Edison Co. Drilling, utilizing a truck-mounted Mobil B-40 drill rig, was subcontracted to D&G Drilling, Inc. of New Lenox, Illinois.
l , The borings were drilled using 4-inch solid flight augers in the i upper 6 to 12 feet of soil and completed using rotary wash techniques.
l Standard Penetration Tests (SPT) were performed in Borings 0W-1, 0W-2, 1
OW-3, and OW-4. The SPT sampling was performed in accordance with ASTM
~
D 1586-67. Undisturbed samples were taken in Borings OW-1 and OW-2 with a 3.0-inch ID Osterberg Piston Sampler in accordance with ASTM Standard D 1587-67. The sample depths and SPT values are presented on the log of each boring (Figures A-2.1 through A-2.4). Rock was cored in Borings 0W-3 and 4
, [A-1]
OW-4 with a NX-size wireline core barrel (10 feet in length). The percent of rock core recovered and Rock Quality Designation (RQD) values are presented on the Boring Logs.
Piezometers were installed under the direction of Sargent & Lundy in Borings OW-1, 0W-2A, 0W-3, and OW-4 utilizing 2-inch ID PVC pipe. The bottom portion of each piezometer consisted of 3 feet to 10 feet of slotted
_ 2-inch ID PVC screen. The screened interval in each boring is presented on the boring logs.
~
Laboratory tests were performed on samples obtained from borings 0W-1, 0W-2A, and 0W-3. The laboratory tests were performed in general accordance with the NRC Regulatory Guide 1.138 and applicable ASTM standards.
L
_ The tests were conducted in the Dames & Moore Park Ridge, Illinois laboratory.
The tests performed included:
- 1. Moisture and Density Determination (ASTM D2216, D2974)
- 2. Atterberg Limits
( ASTM 0423, D424, D427)
~
- 3. Grain Size Determination (ASTM D421, 0422, 02217)
- 4. Consolidation Tests (ASTM D2435)
. 5. Organic Content (ASTM D2974)
I
~
The results of the laboratory tests are presented in: Figures A-2.1 through A-2.4 (Log of Borings); Figure A-3, Consolidation Test Data; and Figure A-4, Particle Size Analysis.
ens
[A-2]
. +
- O CONFIRMATORY GE0 LOGIC INVESTIGATION '
The field program was performed in Areas of Concern 9 and 11 between August 9 and August 20, 1982 and included drilling four vertical borings through the soil to the bedrock surface and four angle horings at least 80 feet into bedrock.
Surveying services were provided by the Comonwealth Edison Company.
Drilling, utilizing a truck-mounted Mobil B-40 drill rig, was subcontracted to D&G Drilling, Inc. of New Lenox, Illinois. Four borings, SF-8 through SF-11, were drilled on a 45' angle. NX-size casing was installed through the soil utilizing a casing advancer. The casing was set several feet into the highly
_ weathered dolomite in each boring. Rock core was obtained with an NX-size wireline, doubl e-tube, split inner core barrel,10 feet in length. Soil borings were drilled vertically using 4-inch solid flight augers. Standard Penetration Test (SPT) soil samples were obtained at 2-1/2 foot intervals with a 2-inch 0.D. split spoon sampler and retained in 91 ass jars. SPT sampling was performed in accordance with ASTM standard D 1586-67. Soil borings were terminated several feet into the bedrock. The logs of borings are presented on Figures A-2.5 through A-2.8.
Various data relating to drilling parameters were recorded mechanically and visually during the rock coring operations. Mechanically recorded data included rate of penetration, hydraulic feed pressure and drilling speed (RPM) of the drill stem. The rate of penetration and coring
- pressure were recorded on a Geolograph Model G7 RPW installed on the drill rig. The RPM was recorded using a Geolograph rotary transducer and an
~
Esterline Angus Model MS401B 4-inch strip chart recorder. Additional visual i
s -
a
[A-3]
observations and measurements were made and included bit drops, circulating fluid return, core recovery, RQD, and rate of penetration (manually recorded).
i
. The data recorded both mechanically and visually have been summarized for each of the angle borings and are presented graphically on Figures- A-2.5 through A-2.8.
i
--00000--
J I
t
+
i m
i L
\
}
i b
I N
?
I j
i O
I
, [A-4]
I . - , , - , - - . . . _ . - - . _ . _ . . _ ..-_., __ _. _ _. . . - - . . , , _ _ . _ , _ . _ -
EEY 70 5AMPLES:
THE NUMBER OF BLOV5 REQUIRED TO DRIVE THE 2.0" 0.0. BY 1.4" 1.D. STANDARI
$P00:3 5 AMPLER 12" OR LENGTH lNDICATED WITH A 140 POUND HAivfR FALLING 30' 32 2 DEPTH OF DISTUR8ED SAMPLE OBTAINED WITH THE SPLif SPOON SAMPl[R.
INDICATES SAMPLER WAS HYDRAULICALLY PUSHED.
I p g DEPTH Or uNDISTuR8ED SAMPLE OBTAiNED WiTH 3.0" I.D. OSTERBERG PISTON SAMPLER.
WEATHERING TERMINJt0CV FRESH: THE ROCK SHOWS No DISCOLORATION. LOSS OF STRENGTH. OR ANY OTHER EFFECT OF WE ATHE R 1NG.
$LICHTLY THE ROCK 15 SLIGHTLY DISCOLOR [D. BUT NOT NOTICEA8LY LOVER IN STRENGTH TH/
WEATHERED: THE FRESH ROCK.
MODERATELY THE ROCK 15 DISCOLORED AND NOTICEASLY WEAKENED. BUT 2-INCH DI AME TER Dnitt WEATHERED: CORES CANNOT USUALLY BE BROFEN UP BY HAND. ACROSS THE ROCK FADRIC.
HIGHLY THE ROCK 15 USUALLY DISCOLORED AND WEAKENED TO SUCH AN EXTENT THAT 2-lNC)
WE ATHERED: DI AMETER CORES CAN BE BROKEN UP RE ADILY BY HAND, ACROSS THE ROCK FABRIC.
WET STRENGTH USUALLY MUCH LOWER THAN DRY'5TRENGTH.
EXTREMELY THE ROCK 15 DISCOLORED AND 15 ENTIRELY CHANGED TO A S0ll BUT THE OnlCIN/
WE ATHERE D: FABRIC OF THE ROCK 15 MOSTLY PRESERVED. THE PROPERTIES OF THE soll DEP(NE UPON THE COMPOSITION AND STRUCTURE OF THE PARENT ROCK.
BEDOING TERMINOLOGY AVERACE BED THICKNESS TERM 0.001 FOOT THINLY LAMINATED 0.001 TO 0.01 FOOT LAMINATE D O.01 TO 0.1 FOOT THIN BEDDED 0.1 TO 1.0 FOOT MEDIUM BEDDED 1.0 FOOT THICK BEDDED RECOVERY TERMINOLOGY a PERCENT RECOVERED INDICATES TOTAL AMOUNT OF CORE RECOVERED FOR EACH RUN.
. EXPRESSED AS A PERCENTAGE OF THE TOTAL LENGTH OF THE CORE RUN.
Wa mu E
"E ROCK QUALITY DE$tCNAfl0N (RQD) - A MODIFIED CORE REC 0VERY PERCENTAGE IN W ALL PIECES OF CORE OVER 4 INCHE5 LONG ARE COUNTED AS RECOVERY. THE MODIFl SUM OF CORE REC 0VERED 15 THEN EXPRESSED A5 A PERCENTAGE OF THE TOTAL LENG f 0F THE CORE RUN.
j
/ 8 r PERCENT RQD ROCK QUALITY TERMS DESCRIPTIVE ROCK QUALITY 81 0 - 25 VERY POOR 25 - 50 POOR 50 - 75 FAIR 75 - 90 GOOD 90 - 100 EXCELLENT LICUQ LlwT o o in w w =c sn no ao on no O So -
N l I
, CH w
I
.# I t VC y y KEY TO so ----+- - -
g
$ CL h hzo --
MH8OH j j NO TE S:
a 60 1. ELEV
- 2. COOR cl~pE",/-
pt OL SYSI O
PLASTICITY CHART
1T ,
MAJOR DIVISIONS g g TYPICAL DESCRIPTIONS E'& I WI LL GH Anf D GH Av f L 5. GH Avi t e i et 9 gw SaNn Mix TURE1, L a f TL O OH NO cRavf L **#I .
hNr S AND CLE AN OR AVELS CRAVfLLy *e...*...
m SOILS (LITTLE OR NO AI Id U POORL Y GR ADE D GR AVE L$.
FINES) f,U.:hf.h!** GP GR Avi t, $AND MIN TUHf 5, Lif 7LE OH NO F Nt S COARst ;'**" *4* *" *M ::
GR AINE D
' 16L TV GRAVE LS. GH AVf L 5AND OR AVf LS WITH FINES 's MORE THAN 60% ,4 OF COARSE FRAC- (APPR f CIA BL E . ,
TION RE T AiNI D AMOUNT OF FINES) /
V ON NO. 4 SiE v E / CL AVE Y GRAVELS,GHAVEL SAND GC Ct AY uix f une s
- 8" **""''""'
,,,, CL e AN SAND ,*.
AND ***?*
ILITTLE OR NO -
SANDY pigggg SOILS POOHL Y GRADE D $ ANDS, GH AVE L SP L V 1 ANDS. L i f IL E Of t NO f iNI S MORE THAN 60%
OF MATE RIAL $$
t ARGIR THAN NO 2uu biL VE SilE >
, in '
SIL T Y SANDS. $ AND 5lL T MOR E TH AN 50% I I OF COAR$f F R AC lAPPR E Ct A 8L E , L TION PASSING AMOUNT OF FINEST
\ NO 451&VE CL A VE Y SANDS.SANDCL AY SC uixtuHis INOHGANIC $1L T$ AND VS HV S INL 5 ANDS. HOCK f I OUH, $1L T V OH 1 . I ML Ct AYE Y DINT $ ANDS OH CL AYLY Set f 5 We f H $1lGlef Pt AstirIT V OR NED
$0lLS ND CLAYS L IOUiO LIMIT L3 THAN 50
/ CL INGHGANiC CL AYS OF iOW IO ME DiUM PL ASYiOT Y. GH AVf t t Y CL AYS SANDY CLAv5.58L TV CL AVS L E AN CL AVS i OHGANIC $ilI5 AND OHG ANic sitYv CL Avs Or LOW Pt AsitCef y i OL 8
INOHGANIC SIL v5. MICACf OuS OR De Af OMACf Ous FINE SAND OH MH SILYY $ OILS MORE THAN M SIL TS l OF MATERIAL IS AND L ID LeMIT WOHGA W GAM M H e l M A$f tW. $ AT W$
$ MAL L ER THAN NO. CLAYS GRE ATER THAN M 1 200 sitv7 sire I '
ORGANIC CL AYS OF MEOlUM TO OH HiGH PL AsTICI TY. ORGANIC set TS l
1 I~ --
l Pe AT. Humus,sw AMP soits WiTH 1
HiOHLv ORG ANic soitt ..
PT HIGH OHGANic CONTE NTs
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f ATI)".Y TEST 3:
- '"'"'""5' SOLIDATION TEST BYRON STATION CONFIRMATORY INVESTIGATIONS
,s a rra To m AN stA ttvst.
ES RErER TO PLANT COORDINATE ,
FIGURE A-1 KEY TO LOG OF BORINGS
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T , CONFIRMATORY INVESTIGATIONS m
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to f-
- FIGURE A-2.1 LOG OF BORING OW-1 u
-?
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( WI RT Si ti f if8 MA8 0 )
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_ eN BYRON STATION T . CONFIRMATORY INVESTIGATIONS
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l-FIGURE A-2.2 LOG OF BORINGS OW-2 & OW-2 A
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CONFIRMATORY INVESTIGATIONS W
(D in FIGURE A-2.3 a
LOG OF BORING OW-3 1
1 4
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r-O A
N BYRON STATION T CONFIRMATORY INVESTIGATIONS rn 1 @
l- FIGURE A-2.4 1
LOG OF BORING OW-4
', e
, . BORING SF-8 3r ,
umcr ru arios ure y u 3
=
coco u rts s , e e. < ..
. i n n , , , ,. . .n
'~
.r 37 + 43 9r g_ svuwts m ea ,s. . m g ,
.n.- o.% ..-,..,et , , , . , ,
~ - 865 5-5-
/O ~ - 860
.,,,, /O -
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- 855
- 20 -
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$ 25 - ~EI - 850
, y e o w e q - -
O 20 - % " o J 1'IfdOIo.. A. ,. .
t v n ., n w a i i.~ ne , .. . . , , , n t .. . mu . . . . m , o . -
q k JO -
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ic A mi st e-it, mme uic,.n 2%...v-o s . r-A=
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y 4 t eet m a ,,,n r >< u v . t an, s. n . Q g
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% 25 -
W J5 - %
g d 92 is '
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- ~
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$ 75 - -- N in ,o. . . n,. o m
_ BYRON STATION CONFIRMATORY INVESTIGATIONS
, FIGURE A-2.5 LOG OF BORINGS SF-8 & SF-8A (SHEET 1 OF 3)
, , , BORING SF-8 CONT'D a -
M g -
== :S .
q swoot s etscurious 75 s
- n. e ..u r .r s A, is v. ii.v. n v A=, u.c
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BYRON STATION CONFIRMATORY INVESTIGATIONS FIGURE A-2.5 LOG OF BORINGS SF-8 & SF-8A (SHEET 2 OF 3)
"O BORING SF-8 .; c o,,, , c,, F, a == a'"
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b
- BYRON STATION
- 1. to critt R00 CPOPS OCCURRED.
CONFIRM ATORY INVESTIGATIONS b FIGURE A-2.5 LOG OF DRILLING PARAMETERS FOR BORING SF-8 6 (SHEET 3 OF3)
.~ . . . -
.e BORING SF-9
'* a SURfACf Et[ Waft 0N %66
. , . , , eect t Ge tttt B At 6'n* Mtt
- '*al'*'"
Y$ $ [00RDiha r[5 s2 + 20 N *
) Q 32 + 49 St SvM904s CESCnoitCN s lat *l 4 To tot tlet $8 -9A s ua w t L W y n e r t s besg)
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n
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BYRON STATION CONFIRMATORY INVESTIGATIONS FIGURE A-2.6 i
l LOG OF BORINGS SF-9 & SF-9A (SHEET 1 OF 3)
o BORING SF-9 CONT'D 2r eT 3
- s. -
'r Srueot 5 MScn+1 tor $
55 - '*'
w i "c"t t* . s' ww A lt 11.4 '
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OO
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S
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. D 96 64
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% D gg _ %
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AcTi pts Ar 91.0'r. 91. 3* Ano gi .y msten y W -J n
O
- Q - -
-800 g 4 W q 95 -
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opt 4 TO Closto sta h
70 - b 99 '
' cn = savtaric At ..Austs tic ALAr e nw.) At tno at 9..i.
A.s 97.i' uns a l gal T TO ' tdt R AfE L F WT A't'E Df D p aos $9,48 10 99. /$8 k /OO + Th0 thittstifl#4 cpi k se tt e f f t At e =M f e*I g A t trm.0' PlDDI4C Pt Aki i t At t'*t Alt % Ot t 4 V' All 14'f aNi b At 190 ,. - 795 h j G Pf n l ', I nAt f $mt Al 100,/8 Q OM m vl e t et AL e n At t.+I Al 107.l*
k
__ MODt # Af f LV fu pluelv 64 At.g es p p a we s et .9' 19 tog.Je 061 4 %s'8 s ant f mi s A t noe. , l', M,.Y , Ase s tief.s 75 - /05 - c'1* sa e "L At ' ax 'a A' '*.**
OPtt 15' f p ACTutt At 106.9' CPik sAvtRTICAL F A ACTJets At IOM.t,8, 109.4', ANb 109.R'
' !! ~ CPt 4 6%' BR ACfust AT 110. ,'
GPit 1$ 8## Aff >pt AT III . I' 80 OPIN 45* # R ACT.*f Af 111.$'
plG"Lv WE Aft (RED 6 00m 112.)' 70 112.7'
//5 wi=c a~u rr e Ar A t4 efe u n i. i s u r 0. s.u m. - 785 see 3 lbue 1.0. C As t 46 .pM D TO A T.f t f at Op 20.1 e t t Y.
tL5s 08 tittut Af tem AT 99.8 *ll T.
D#itt B i f til LvCD (Chbi f t(** bilunt A=0 A8 f t a ton ris(..
- e e BORING SF-9A g tQ SURFACE ELEVAr/0N 866 66 1 q U NORTM'st+08 EAST S2 + $ 2.5 N ds 8k U g3 svueot s ersemorions 0-
- , FILL *** ""' '* 'o " asaa" * *au - '"
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Dev UPL4 (CePtt firal - 855 g NO C Asi'eG 95t 0.
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T ro amo 47 (D
in BYRON STATION 4
CONFIRMATORY INVESTIGATIONS I FIGURE A-2.6 4
LOG OF BORINGS SF-9 & SF-9 A (SHEET 2 OF 3)
==.
C0%fNG SF-9 ;j, co.: .sco in sor as,me, , $.
c oose....eess .ov * *ee .re g ,(. os s.s onationisooi -----
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CONFIRM ATORY INVESTIG ATIONS 1
FIGURE A-2.6 LOG OF DRILLING PARAMETERS FOR BORING SF-9 (SHEET 3 OF3)
een 7 $*.o BORING SF - 10
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=>
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- BYRON STATION CONFIRMATORY INVESTIGATIONS
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- (SHEET 1 OF 4)
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eum 9
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