ML20090A881
| ML20090A881 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 10/14/1980 |
| From: | Kane J Office of Nuclear Reactor Regulation |
| To: | |
| Shared Package | |
| ML17198A223 | List:
|
| References | |
| CON-BOX-12, FOIA-84-96 NUDOCS 8102120508 | |
| Download: ML20090A881 (125) | |
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PROFESSIONAL QUALIFICATIONS AND' EXPERIENCE s.
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MANE:
Joseph D. Kane
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ADDRESS:
7421 Miller Fall Road M [4 40v.
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.s EDUCATION:
B.S. Civil Engineering 1961 Villanova University 6
M.S. Civil Engineering 1973 Villanova University Post-degree studies Soils and Foundation Engineering University of Califernia 1972 University of Maryland 1978 PROFESSIONAL REGISTRATION:
Registered Professional Engineer (1966) - Pennsylvania 12032E PROFESSIONAL SOCIETY:
American Society of Civil Engineers I(
EMPLOYMENT POSITIONS:
February 1980 - Present Principal Geotechnical Engineer U.S. Nuclear Regulatory Corsnission May 1977 - February 1980 :--.-
Geotechnical Engineer..
U.S. Nuclear Regulatory Comission-October 1975 - May 1977 Soils Engineer--
U.S. Nuclear Regulatory Comission August 1973 - October 1975 Supervisory Civ.il.Eng.ineer._ _
Chief. Soils Design Section U.S. Amy Corps of Encineers Philadelphia District January 1963 - August 1973 Civil Engineer Soils Design Section U.S. Amy Corps of Engineers Philadelphia District January 1962 - January 1963 Design Engineer McCormick - Taylor Associates Philadelphia, Pa.
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Professional Qualifications and Experience Joseph D. Kane PROFESSIONAL EXPERIENCE StM*ARY:
1975 to Present In NRC Division of Engineering, Geotechnical Engineering Section Mr. Kane has specialized in sall mechanics and foundation engineering. Experiences in this position have included the following:
a.
Evaluation of the foundation adequacy of proposed sites for nuclear facilities with respect to design and operational safety. This work has included evaluation of geotechnical, soils and rock mechanics, foundation and earthquake engineering related aspects.
The results of this review effort are summarized in a safety evaluation report for each of the proposed facilities which have included nuclear power plants, nuclear fuel reprocessing plants and uranium mill tailings wasta systems.
b.
Serving as a technical adviser for soil and foundation engineering related aspects in the development of
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regulatory guiues, acceptance and perfonnance criteria that are intended to assure construction and operational safety of nuclear facilities.
c.
Serving as a technical representative for the Office of Nuclear Reactor Regulation on.the_NRC Advisory Group concerned with:feder.al-dam saf.ety.
d.
Serving as an instructor for the Office of State Programs in the training of state personnel who are responsible for constructton -and operational-inspections of-uranium mill tailings embankment retention systems.
1963 to 1975 During th.is period Mr. Kane was employed with the U.S.
Arniy Corps of Engineers Philadelphia District and attained the position, Chief Soils Design Section, Foundations and Materials Branch, in 1973. Professional experiences with the Corps of Engineers have included the following:
a.
The embankment and foundation design of four large multi-purpose earth and rockfill dams with appurtenant structures (sp111 ways, inlet and outlet structures, control towers, flood protection facilities, etc.).
Responsibilities ranged from the initial planning of
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and Experience Joseph D. Kane s
subsurface investigations'to select the most feasible sitas through all design stages which were culminated in the final preparation of construction plans and specifications. This work included planning and evaluation of laboratory testing programs, studies.
on slope stability, seepage control and dewatering systems, settlement, bearing capacity, liquefaction embankment safety instrumentation and slope protection.
b.
Served as a technical consultant to field offices charged with construction inspections for assuring completion of structures in compliance with design analysis and contract specifications. Participated in the development of needed modifications during construction whenever significant changed site conditions were uncovered,
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Directed the efforts of engi.neers in the Sofis Design c.
Section in other fields of civil work projects that included the embankment and foundation design of levees, waterfront pile supported structures and
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disposal basins for the retention of hydraulic dredge waste.
1962 to 1963 Served as design and project engineer for private consulting firm. This work included the design of large federally funded highways, a.cace. track and_ var.ious structures constructed to. provide a Pennsylvania-State park marina...
HONORS AND AWARDS 1~~- "
1972 High Quality" Award --
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NCIED-T SU5JECf. NRC Midland Project, Request for Additional.5crings and Existing Soil Data - Ravision No. 1 U.S. Nuclear Regulatory Commission Dr. Robert E. Jackson Division of Systems Safety
'd. ail Scop P-314
- 4ashington, D.C. 20535 Daar Dr. Jackson:
Inclosure 1 to our letter of 27 March 1960 has been revised and attached hereto. The two naps provided indicating boring locations remain unchanged.
FCK *EI DIST1!CT INGINEZ1 7.
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INC1,05URE 1 1.
It is requested that the applicant furnish the bo'ing logs listed below r
indicating when and how these were taken, the typagof sampling, and saapp=s pp M-h W-M
/efarm"5 i T* 14 3+ %,5fo.'st te (am12+,fsr S j
taken Pull down holas PD-1 thru, PD_JJ_* 01_ha,lesl.
' 0W-1 thru LOW-13 &.2-1 yhru W-4 (18 Holad-- b5W. % h.? Edl -%l A 35 6 *,
W -1 thru TW-5 & PK-1 thru P -48 (33 holes)
OW-1 thru OW-3 & M1'thri 0C% TT b_ oles)T, G.'q~~-514 _._... 3 TZW-1 thru TEW-7 & Q-1 thru Q-12, 09 holes)
- Includes SA, 20A, 205, 20C, 15A, 155,15C, & 27A.
- 2. Locations, boring logs and test data from any other drill holes taken in 1979 and 1980 are also requested.
fede. 2.4.1 -Rv. 5 %
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Dutch cone penetrometer data from holef P-1 thru P-13 must also be
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Information is requested on all piezemeters that were installed to. monitor g,g problems related to plant fill. The information should include the number and
- jlj h location, the time of installation, the type of filter around the piezometer, the installed depth, and the type of piezoester.
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All piezamecar yead ss for each installation with dates and cines are,... A e6..t requirsd. W * ** fg*'
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The data and information requestad in paragraphs 1 thru 5 above is needed *#'*d 6.
to verify the applicant's temputatiens and conclusions and to nake any needed cotsputations for the devacering analysis, the seismic analysis and the set.lement analysis.
A need exists for additional borings, since randca exploratory borings throughout the plant site have revealed pockets of soft clay subject to settlement and or consolidation and loose sands subject to liquefaction. A need also exists to check the results of the proposed remedial measures of surcharge loading at the Diesel Generator Building and the devataring plan.
s.
In the esse of the Diesel Generator 3uilding, check borings must be ade in the vicinity of borings which identified low "N" values in the clay and sand fill. The proposed borings shall be carried into the glacial till and all sanples, including those in the gl.acial till, tested as indicated W *** "h) W C. 9. - Secc.,4, l,,Cc
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'[The,boringlocationsareasindicatedontheattachedmap. All soil for the
' full depths of the borings shall be classified according to the Unified Soil Classification Systaa.
UnitweightandnoisturecontentofedJ.yamph.scilghallbe..
Any tests necessary to classify ghe Ps'hio'uld afso be accomplished.
determined. h samples obtained from any cohesive strata shall be tested.
The tests for cohesive material shall be a consolidation dr i d
' triaxial shear test,s (R&S) and a consolidation test withbg se1 g g raigeg Q,; p'-
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sands shall be tested in direct shaar for 4 loose and dense condition and the relative density of the sand in situ determined.
i Where piling or caissons are proposed to underpin tW"Yservicedaterf
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Building and Auxiliary Building - feed vacer valve pits which are located on j
fill, the load bearing capacity of the bearing strata sust be determined. The capability to resist lateral shearing stresses that could be induced in low
- T' value soil subjected to seismic action aust also be determined. 'The same tests required for soil samples obtained from the new borings at the Diesel Generator En11 % stall also be made on soil samples from new borings for these buildings.
c.
I'ha questionable site area fill nay have a counterpart in the cooling pond esbank=ent which was construs.ted contemporaneous 17 with the site fill.
It is requested that exploratory continuous drive borings be taken at a number of points along the north and east. embankments, omitting the slurry trench l.
cutoff areas which are positively sealed. The approximata boring locations are as indicated on the attached map of the cooling pond. Upon completion of drive boring a second undistrubed bcring shall be made adjacent oc the disturbed boring to sample cohesive soils. The tests on the soil samples obtained from the borings in t embanicaents shall include the following g
tests, consolidated - draineda c.1 al shear tests, (cohesive samples)
Accarberg limits and all soils classified according to the Unified Soil Classification System. The drive borings sh:11 W continously sampled using a standard split spoon sampler. The bols shall be held open using a hollow see gg auger or casing. Particular attention ~~sidll'Erdid to giound water " C,h
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conditions during and af ter completion of drilling. Is'the case of Eole 5
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the boring should be drilled to the depth of the cooling pond bottom while th Ar remaining borings need penetrate only 5 feet into underlying residual soils 89,.=
unless soft ground indicates a need for further hole penetration.
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Suasary of Requested Drilling m
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Diesel Generator Building 6 holes around the perimeter of the p,
Sampi all_ strata f m r=d_jgf.acs inco.Ihe glacial till a- #..'..
W jV g-building.
Include downnale,~crosshole L3-surface geophystcal tests t T,$ " *,' d,'
(Holes
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-as'Tolish insitu compression and shear moduli for floor response spectra
' design check mentioned on pg.18 4 V!1-4 of Interia SIR. ' h,.tt,d '@ Q f,C, G iv,,
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ake two borings around the proposed support anr111ary'Buildin g *d routin ]g b.
piling or caisson.Ifor.emedial f loose sands and soft clays adjacent Borings need to penetrate 3 p glaciaf til'l.4und against lateral to pile or caisson to st..
ag,,gny a gin,i gn gr a
- (see attached map for i
loading.
boring locations - Holes 4 & 5.)
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c.
Service '. Tatar Building - A boring (Hole 16) shall be made as indicated on the attached map.to and into the glacial till. All samples obtained shall be classified according to the Unified Soil Classification System also consolidation, drained and undrained triaxial compression tests ande on cohesive soil semples and direct shears for a loose and dense condition shall be made on all granular soil samples, as spe,cified in paragraph 73.
Plant Area 3crings ld C.A.%d, %m)
"TLr feasible some Sorings should be taken under d.
1 tytlN*'# the Radwaste and Turbine Buildings Meersine if unsacered pockets exist or Suggested boring locations would be as indicated on the attached -h',
f 4tU persist.Further investigation could be needed after the results of these borings GR d MM '". nap.
gl[p are obtained. No borings presently exist in these areas. The borings should gg /fy,,,
be cased or hollow stem auger borings with drive samples every 2-1/2 feet bW ^,,
4. chrough the fill. 1. J..
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. D.~ )f)ded f b h m o 0 $ l80 hT*h 8fh e.
The site visit of 27 or 28 Februa.y 1980 turned up two differential settlenent points on the retaining wall adjacent to the Service Water Fump Structure. Two borings Holes 14 and 15 es indicated on the attached map
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shall be taken { g vestigate this problem. Tests required are consolidation tests, criaxialgccmpression tests, Attarbt.rg limits and gradation tests made gradation tests made on granular soils it*te *<* gnse conditions and.N on cohesive soils, and direct shear for loose and.d f.
In all new borings made, the water, cable shall be determined.
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27 MAR 380 OEPARTMENT OF THE ARMY
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SUBJECT:
NRC Midland Project, Request for Additional Borings and Existing Soil Data.
U.S. Nuclear Regulatory Commission Dr. Robert E. Jackson Division of Systems Safety Mail Stop P-314 Washington, D.C. 20555
Dear Dr. Jackson:
1.
The Detroit District Corps of Engineers in providing geotechnical assistance to the Nuclear Regulatcry Comnission concerning the Midland Nuclear Plant requires additioral soil borings and related soil test data as described
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in Inclosure 1.
2.
The requested borings and related soil test data should be provided as soon as possible. Delays in receipt of this information would delay '
completion of the interagency agreement subcasks.
FOR TEE DISTRICT ENGLNEER l
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INCLOSURE 1 1.
It is requested that the applicant furnish the boring logs listed below indicating when and how these were taken, the type of sampling, and samples taken:
Pull down holes PD-1 thru PD-27* (35 holes)
LOW-1 thru LOW-13 & W-1 thru W-4 (18 Holes)
IW-1 thru TW-5 &,PZ-1 thru PZ-48 (53 holes)
OW-1 thru OW-3 & OL-1 thru OL-6 (9 holes)
TEW-1 thru TEW-7 & Q-1 thru Q-12 (19 holes)
- Includes 8A, 20A, 205, 20C, 15A, 155,15C, & 27A.
- 2. Locations, boring logs and test data from any other drill holes taken in 1979 and 1980 are also requested.
3.
Dutch cons, penetrometer data from holes P-1 thru P-13 aust also be provided.
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4.
Information is requested on all piezometers that were installed to monitor problems related to plant fill. The information should include the number and location, the time of installation, the type of filter around the piezometer, the installed depth, and the type of piezometer..
4 5.
All piezometer readings for each installation with dates and times are required.
J 6.
The data and information requested in paragraphs 1 thru 5 above is needed to verify the applicant's computations and conclusions and to make any needed computations for the devatoring analysis, the seismic analysis and the settlement analysis.
7.
A need exists for additional borings, since random exploratory borings throughout the plant site have revealed pockets of soft clay subject to settlement and or consolidation and loose sands subject.to liquelaction. A need also exists to check the results of the proposed remedial measures of surcharge loading at the Diesel Generator Building and the devotering plan.
a.
In the case of the Diesel Generator Building, check borings must be made in the vicinity of borings which identified low *N* values in the clay and sand fill. The proposed borings shall be carried into the glacial till and all samples including those in the glacial till tested as indicated below.
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The boring locations are as indicated on the attached map. All soil for the full depths of the borings shall be classified according to the Unified Soil Classification System. Any tests necessary to classify the soil shall be accomplished. Unit weight and moisture content of all samples should also be determined. The samples obtained from any cohesive. strata shall be tested.
he tests for cohesive material shall be an uncons$ation triaxial shear test and a consolidation test with restraining load equal to the load in place at the strata depth the sample represents end. The sands shall be tested in direct shes.r for a loose and dense condition and the relative density of the sand in situ decernined.
b.
Where piling or caissons are proposed to underpin the Service Water Building and Auxiliary Building - feed water valve pits which are located on fill, the load bearing capacity of the bearing strata met be determined. The capability to resist lateral shearing stresses that could be induced in low "N" value soil subjected to seismic action aust also be determined. The same tests required for soil samples obtained from the new boriggs at the Diesel Generator Building shall also be made on soil samples from new borings for these buildings.
c.
The questionable site area fill may have a counterpart in the cooling pond embankment which was constructed contemporaneously with the site fill.
It is requested that exploratory continuous drive borings be taken at a nunoer of points along the north and east embankments, omitting the slurry trench cutoff areas which are positively sealed. The approximate boring locations are as indicated on the attached map of the cooling pond. The tests on the
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soil samples obtained from the borings in the embankments shall include the following tests, unconsolidated, undrained triaxial sher.r tests, Atterberg limits and all soils classified according to the Unified Soil Classification System. The borings shall be sampled every 2-1/2 feet using a standard split spoon sanpler. The hole shall be held open using a hollow stem auger or casing. Particular attention shall be paid to ground water conditions during and after completion of drilling. In the case of Hole 5, the boring should be drilled to the depth of the cooling pond bottom while the remaining borings need penetrate only 5 feet into underlying residual satis unless soft ground indicates a need for further hole penetration.
8.
Summary of Requested Drilling a.
Diesel Generator Building 6 holes around the perimeter of the building. Samples of all stracas from ground surface into the glacial till (Holes 8-13).
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Auxiliary Building - Take two borings *around the proposed support f
piling or caisson for remedial grouting of loose sands and soft clays adjacent to pile or caisson to stiffen piles and adjoining ground against lateral loading.. Borings need to penetrate to glacial till. (see attached map for boring locat. ions - Holes 4 & 5.)
c.
Service Water Building - A boring (Hole 16) shall be made as indicated on the attached map to and into the glacial till. All samples obtained shall be classified according to the Unified Soil Classification System also unconfined, undrained triaxial compression tests made on cohesive soil samples 1
and direct shears for a loose and dense condition shall be made on all granular soil samples.
d.
Plant Area Borings - Some borings must be taken under the Raduaste and Turbine Buildings to determine if unwatered pockets exist or persist.
Suggested boring locations would be as indicated on the attached map. Further investigation could be needed after the results of these borings are obtained.
No borings presently exist in these areas. The borings should be cased or hollow stem auger borings with drive samples every 2-1/2 feet through the fill should be taken and converted to devatoring holes or used for piezometers (Holes 1, 2, 3, 6 & 7).
The site visit of 27 or 28 February 1980 turned up two differencial e.
settlement points on the retaining wall adjacent to the Service Water Pump Structure. Two borings, Holes 14 and 15 as indicated on the attached map shall be taken to investigate this problem. Tests required are esp consolidation tests, triaxial compression tests, Atterberg limits and gradation tests made on cohesive soils, and direct shear for loose and dense conditions and gradation tests made on granular soils.
f.
In all new borings made, the water table shall be determined.
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NCEED-T Ceotechnical Engineering Assistance to NRC Orientation Meeting at the Bethesda, Maryland 7-8 November 1979 3RCFile N
Kubinski
'l Feb 80 KUBINSKI/vv/6786 1.
The purpose of this trip was orientation in nature. It was made to acquaint R. Erickson and J. Kubinski with the NRC Organization, staff, project requirements, and facilities available at their main office in Bethesda, Maryland.
2.
The meetings took place on the 7-8 November 1979. I will refer to the oeeting that took place on the 7th as Meeting I, and the meeting that took place on the 8th as Meeting II.
3.
The following are significant items discussed at the respective meetings:
a.
Meeting I: This meeting was primarily orientation in nature. NCE personnel were introduced to the NRC staff, their organizational elements and in general their function as a review agency. Dave Lynch of NRC gave a concise presentation on the general mission, and referencing ;pecifically Bailly Neelear Generating Station near Gary, Indiana. He also covered elements in the normal review process giving an indication as to general requirements. Later, he covered the more technical aspects and problems in existence at the site.
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b.
Meeting II: This nesting was also of orientation nature, with the emphasis placed on the :tidland Nuclear Tacilities. Tnis caecing was very si=ilar in nature to the one on Bailly, but was conducted with emphasis on the Midland site.
4.
The following people were involvsd in these meetings:
a.
Meeting I:
Bob Jackson (NRC)
Lyman Hefler (NRC)
Dave Lynch (NRC).
J. Kubinski (NCE)
R. Erickson (NCI) i h.
Meeting II:
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Lyman Heller (NRC)
Darl Hood (NRC)
Dan C111en (NRC)
J. Kubinski (NCE)
R. Erickson (NCE)
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P.is)ECT:...Ceotechnical Engineering Assistance to NRC.. Orientation Meer. fag at the Bethesda,. Maryland 7-8 November 1979. -T.
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5.
The items discussed are listed below:
j a.
Meeting I:
1.
This meeting was of orientation nature and a' good introduction to the entire program was given by Dave Lynch, Project Manager, NRC, Bailly Nuclear Generating Station.
II. The purpose of NRC's mission with respect to review is to insure radiological safety and containment of all possible danger. It is not NRC's concern to see that OASHA standards or safety in general As observed.
m III. The issue at Railly is concerned with piles supporting of primary containment facilities. It is a rigid structure and, therefore, no displacement can be tolerated. Dynamic, operations result in displacement and this displacement must be monitored so that the entire structure is adjusted accordingly. *4e is a very. defined load / deflection analysis for the entira facility.
Wet 0*
IV.
The containment facility cannot fail.
It may have to be politically safe which implies a greater than necessary safety factor to be technically safe.
V.
The Safety Evaluation Report (SER) has not yet been written for the Bailly plant.
VI.
It is necessary to defend any technical judgments before the Advisory Cor.mittee for Reactor Safety (ACRS). At the Bailly site it will be necessary to defend as built conditions.
VII. The term " Intervener" is defined as follows: An intervener must live within 50 miles of the proposed facility (the State in which the facility exist can act as an intervener); the interveners may hire firms or individuals to represent them in obtaining information concerning the construction or operation of nuclear facilities.
VIII. The normal review process consists of the following items:
- Applicant submits PSAR (Preliminary Safety Analysis Report)
- NRC writes Safety Evaluation Report (SER). This SER is a concise picture of h*RC staff's review.
- NRC submits SER to Advisory Committee on Reactor Saftey (ACKS). The ACRS can form subcomittees in wuich their members and/or their consultants can e' valuate the specific issues.
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- ACRS evaluates SER/PSAR and letter on the safety of the plant is 4
vritten.
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SUBJECT:
Geotechnical Engineerini~._ Assistance to NRC Orientation Meeting at the 5cchssda, Maryland 7-8 November 1979 Public hearings are generated only if the license is thought to be able
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to be granted. This is a construction license.
The Construction Permit, issued by NRC, but license is granted by the Chair nan of the Commission.
The review of deviations from the PSAR, SER and CP must be reported by the applicant to the Nuclear Regulatory Commission Of fice of Inspection and Enforcement (I&E). The I&E Office sends this information to the review office for review, and 9 new licens~e or amended license is usually issued.
NOTE: The fcilowing is a list of items concerning the Bailly plant.
IX.
The construction permit for Bailly Plant consist of non-displacement high capacity piles which go to bedrock or glacial till and sugiport 4f concrete i
mat foundation.
- hey are embeddedgeoncrete approximately three feet..
X.
A brief driving history for the piles is as follows.
In' driving the piles stiffening occurred at 55 feet. Blow counts from 200 to 300 blows per inch were experienced. The till material is at aboutg110 feet and bedrock is at 120 feet,tkbove a very stiff clay deposit which is Tseafe shaped in profile, inter.uittent sands and clays are the overJurdenas =aterial. This stiffening occurs in a very dense sand above this larger clay deposit.
j XT.
In May 1974 the construction permit called for a test pile program
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rhich indicated significant problems in driving. Shortly after that, NIPSCo came in with a short pile proposal. In September 1977 an alternate proposal to jet long piles ras subuitted. A test program was initiated and in February 1978, the NRC issued an order to jetting the piles.
In jetting the piles, the soil reacted similar to a giant wash boring (1,000 gallons per minutes at 300 PSI). The' area of disturbance was much too large and the pile was actually 1Ae near the surface.
The nature of the structure which was to be supported by these piles demanded that the piles have uplift capacity. Because of the disturbance and lack of uplift capacity, the short pile concept is once against an issue as of March 1978. These piles would develope end bearing and friction. The applicant was allowed to drive 100 piles as indicators to determine capacities and applicability of using the sho rt pile concept. A cluster was driven to observe heave within the piles. This brings us to the current state of the issue.
XII. It is now the task of the NRC review to look at all of the above i
submittals and reconsider the entire issue. They must also determine if construction restrictions are required or further load test are required. The jetting procedures have made soft spots which encompress almost five percent of the area of the foundation. Theselojsen"areasmustbedensifiedandatechnique developed to insure that they develop all lateral capacMities as well as uplif t capacities.
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XIII. The Advisory Committee on Reactor Safety (ACRS) has already indicated that nothing was substantially wrong with use of short piles to provide substantial f'oundation. Ihat is, that there is no deflection in the piles and that all the disturb areas due to the jetting procedures.are densified.
XIV. It is apparent that now it 14 necessary to look at the PSAR and become fully familiar with it as well as considering the groundwater affect on the foundation.
XV.
NCE will hsve to prepare the entire Safety Evaluation Report (SER) and not just assist in its preparation. A sample Saftey Evaluation Report is available from NRC and will be transmitted.
NOTE: n e last ites is of general nature.
n sta :=s % &
IVI. ne hearing process can be described as follows. Administrative law judge act as the Chairman. Engineer Scientists and some technical people drawn from university staff act as part of the committee. The commission delegates authority to the Scard, the Board insurn can dictate policy. De feard can question any item and the interveners' attorney can question around items brought up by the Feard. It is, therefore, necessary to minimise any questions the Board may have by clear concise presentations.
XVII. NCE will meet with Newmark, Hall'and Davison at Champagne
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(University of Illinois) concerning the piling issuc sometime in January or yebruary.
b.
Meeting II:
n is =eeting was of a briefer nature than Meeting I.
At this meeting Joei Kane (NRC) and Darl Hood (NRC Project Manager) presented an introduction concerning issues at the Midland Nuclear yacilitiy.
I.
As a preliminary to the meeting, the following items were discussed.
A brief discussion on what safe shutdown earthquake (SSE) or an operating base earthquake (OBE) were head. Appropriate volumes of the Preliminary Safety Analysis Report (PSAR) were to be sent to NCE as soon as possible. De applicant, j
j h -e 4e Ce,-,...,
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, must still respond to original I&E questions on the interin report and on 10CyR 50.54(f). There is apparently a report or a paper on the devatering system.
II. The I&E Office (Inspection and Enforcement) is investigative in nature and generally goes to the NRR (Nuclear Re:;ulatory Review) for support. na I&E Office considered the overall performance of the applicant as well as the technical adequacy of any field changes. The viability of the Quality Assurance Program is also investigated by this group.
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NCEED-T
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SUBJECT:
Geotechnical Engineering Assistance to NRC-Orientation Meeting at the Bethesda, Maryland 7-8 November 1979 III. The current state of the review is one in which the construction permit should be suspended, modified or revoked by the Commission. One of these actions is necessary to take concerning the quality assurance breakdown at the Midland site as well as the inadequate fill in support o'f Category I structures.
TV. Questions of a non policy nature can go directly to the applicant. No
,commiteens is considered to be binding between NCE and the applicant. Once these questions are established and they are addressed to the applicant, they should be documented especially when they are relatively significant.
V.
Construction inspections or visits to the site are necessary in performing the mission. NCE must be able to reply (we saw) in reference to a i
specific issue if possible.
VI. More than one visit is in most cases necessary, sface sequential events will be occurring in the fixing of unstable conditions at the site.
VII. Ihe NRC Office of Inspection and Enforcement has a fulltime =an at the site, and he can be contacted concerning observing any action at the site.
VIII. Meeting concluded with two immediate items of major concern:
Should the existing license be modified, suspended or revoked.
a.
b.
A list of visits and times sequentially established in the future.
e 6.
hese =eetings were of orientation in nature and it is difficult to establish
.tny conclusions. The actions to be taken in the future arc ones concerning scheduling field trips and site visits, carrying out orientation procedures with all documents transmitted, assuring that all documents have been transnitted and then beginning the review process and =aking either recoe:endatio2s, coe=ents, or conclusions regarding the situations at both facilities.
J. KUBINSKI Technical Branch CONCURRENCE:
R. Erickson f
I L. Heller (NRC) i 5
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Ti.piration of a Safety Evaluation Report (SER) input which describes t!.a evaluation of the design of the applicants' safety related (and sc. e non-safety related) systcms.
Attend meetings with the Advisory Comnittee on Reactor Safeguards (ACRS) and pubile hearings to assist the staff in explaining bases for con-clusions and positions reached in the SER.
a Preparation of input to SER Supplements which further clarify and doc r.nt syst. css evaluation's in the SER based upon review by the ACRS.
The geotechnical engineering aspects of proposed nucioar plant facilities to be etatuated senarally ioclude the stability and settlement of safety related structures, c argency coo.1tng water reservoirs, appurtinent, safety-related structures such as carth e:.bankmants and rock fill dams, canals, weirs, ine ke s
a.id discharge structures, and pipelines, under both static and dynamic ccaditions, including the subjection of dams, etc., to the Safe Shutdown and Operating Basis Farthquakes. The evaluation typically consists of:
1.
A revi?w of the site investigation program, both field and laboratory, to.::sure that an adequate determination of all subsurface conditions has 'o.n achieved including censideration of borrcw sources. This riy.rquire c.-co.t.nandations for additional investigaticas to obtain the required data; 2.
Evaluations and recorr.cndations partaining to the proposed design critoria; 3.
A raicw of the stability :.nd settlei.: ant analysis perforr.;ed by the appifont and, in ir.ny cases, the perforcance of independent stability analysis.
A datcr.1! nation t!.at the applicant has presented adequate bases to support the bsign parar..eters used in his analysis; 4.
An evalntion of stabili7ation techniques proposed by applicants to solva sits f:.ndation prebicms..In :.any cases, the contractor will be asked to pievide recc::=endations for stabilization; 5.
In roped to cast cases, field trips by contractor perscnnel will be neceuary to ins,,ect the site, to observe sampling and testing of soil and rock,..nd to evaluate the adequacy of techniques and equipment.
T
?;:cific Hork Ra,quiro:cnts I
T. sk 1 - Midland Plant Units 1 and 2 k.hnical Mcnitor:
J. Kane
.M!i.:d Man;cusi :
3 Man-years j
~'s..:.'nctor shall review the FSAR (with arandmants and docu: ant; related to the 10 CfP.10.54 (f) rgquest regarding plant fill which have been sbilbd to
"C..n the s *of set plant for the purpose of obtaining an OL.
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..!s....!:w eball incl:de en cvaluation of all the infun 2 tion included in e.t rien 2.5, 3.7 and 3.8 of the FSAR and 10 CFR 50.S4 (f) docutants which 3 0<s the adequacy of svil.out rock. ichanics, rarthquake engineering 1.~..adation engi..w I..g dn *.,n and ccustruction aspects in ordar to.
' :.re the safe siting and cyaration of all seismic category safety-related
.tructures and conduits. The review should be conducted in accordance with
'sC Standard Reviaw Plans Sections 2.5.1, 2.5.2 and 2.5.4.
Specific guidance en J.: sign metho.fs v.hich are acceptable to the NRC staff that have been made availQ1e to yplicants in their designs include Regulatory Guides 1.132, 1.138 2nd'l.70 ("..ection 2.5).
Estinated Comoletion Date
- *;asts,
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1.
Review and evaluate the inforr.ation Contained in the above 12/79
"'sC 10 CFR 50.54 (f} documents regarding plant fill in accornoca with acceptance critaria cutlined in the re-4 1sted Standard Review Plans. Meet with the NRC staff and ai.plicant as required. Make site visits to observe ci...edial re-thods and procedures. Prepare a lettar re-pcrt identifying ny unresolved issues with recoc.aendations -
. n a c w,e of action to be taken during construction to
.::olve f.hese issues.
2.
Review and evaluate the informatien contained in the above 1/30 f.
fMR Sectiens in accordance with acceptance criteria out-i 1 i.ac ia no eclated Standard Review Plans. Meet with the
3.
feapare a final SER. This SER ray contain opan issues or 3/20 dhcribe a..us in :.hich the cantractor and staff continue to diffar with an app 1tc4nt.
4 Tarticipate at a.c2xicim of six ACRS :::vetings, prepare S/30 testi:sony for and appear at Licensing Feard !!aarings as required.
5.
kview and evaluate any unresolved or cpen issues identified
'8/80
74 ticipate in a maximum of five meetings with the applicant
.d the NRC staff to resolve any outstanding issues. Pre-
- ,a.c tr. puts to SER suppler.ents and Technical Specifications to sc. plete the resolution of all outstanding issues, as
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r, c i fic "O,k,,.7:guis a.sants Task 2 - Railly Ganarating Station - !!uclear 1 Tei.hnical Monitor:
L. Heller TstL..ated Required Manpower: 1 ?'an-year 71.e contractor shall review the FSAR with amendments and docucants related to the~ pile foundatibns which have been sutimitted to the f RC on the subject ple.nt for the purpose o,f obtaining an OL.
This cav'iew shall include an evaluation of all the inforeation included in Section 2.5, 2.7 and 3.8 of the FSAR which address the adequacy of soil and rock eachanies, earthquake engineering and roundation engineering design and c:nstructicn aspects in ordor to assure the safe siting and operation of all seismic Category I safety celated structures and conduits. The revicw should be conducted in accordance with !!RC Standard Review Plans Sections 2.5.1, Specific guidance on design methods which are acceptable 2.5.2 and 2.5.4 to the MC staff that have Lt.an made available to applicants in.their designs incl ede.~cgulatcry Guides 1.132,1.138 and 1.70 (Section 2.5).
Esticated
!@tesks C,c.p,l e tion Oa te i
1 Ecview and evalusta the information contained in the doc =2nts 12/79 r
critoria. plant pile foundation in accordance with acceptance regarding utlined in the related Standard Revicw Plans. Maet with the MC staff, NRC consultants and applicant as required.
.~iepare a letter report identifying any. unresolved issues with recc.T.:andations un a course of action to be taken during cen-struction to resolve these issues.
2.
7.f aw and cvaluate the infor ation contained in the abcve 3/80 FSAR Sections in acccedance with acceptance criteria outifr.ed in the related Standard Revicw Plans. Meet with the !!RC *taff i
c.s crquired, pr:, are a draft SCR identifying any unresolt.d istues. Participate in apps oxia.ataly six v.cetings with the
.vplicant arid tha *;RC staff to resolve the issues identified in the abcve draft SER.
j 3
.repane a final SER.' This SER may contain 'open-ic ucs or 5/80
& scribe areas in which the contractor and staff continue l
to difrar with an ipplicant.
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Farticipata at a maximua'of five ACRS meetir.gs, prepare 6/80 testie.cny for and appeaMt Licensing Coard Hearings (as r:quis.:d.
x.
Ravir.w and.tvaluate arIy unresc5ved ochr.en issu<ad identiffled. M 9/@
5.
in the SM, se f.suas raisad#at f.CRS r.-setings and -in h:ar-(
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"as tici ate ~ f n a r. vf o.a of. i!ve teetin.js ~w t.h the r, i
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ing issues, as required.
T qrting_ Requirements
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d L';;;n a c mpletion of each subtask of each task the contracto 4prcpriate, safety evaluation report input testis.
1.
tl efety report input.
A bi-i.:cnthly businesilettar report shall be sub:nitted by the 2GLh o
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branch chief with a copy to the Director,
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the month to the cognizant B.l..Grenier). Thes*e reports will Division of Systa=s Safety (Attn:
contain:
A listing of any efforts cc:rpleted during the period; milestones reached, or if missed, an explanation provided; The a: cunt of funds ex;anded during the period and cumulative to date; Any prob 1 cms or delays encountered or anticipated; C
k A su :ary of the progress to date; Plans for the. cxt reporting period; The first bi-.onthly letter report shculd contain t These re; sets are not to be technical in nature.
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- ',2u'.f r.gs and Travel licants The centractor will attend app.oximately 10 meetings with the staff an se. tith AfRS over the period of perfor:ance These parci. stely 10 at each of the plant sites, A/E, or utility offices.
ite review.
.a*.:ngs will usually be of one or two days duration, he id dc,f :.,a!,s,hjd i'aterials Ne.;nts.:idad for review will be forwarded to the co
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M11'pgRecuti.:..:nts
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DISCUSSION OF THE APPLICANT'S POSITION ON THE NEED FOR ADDITIONAL BORINGS FOR MIDLAND PIANT UNITS 1 AND 2 CONSUMERS POWER COMPANY DOCKET NUMBERS 50-329 AND 50-330 G
e Report Date:
September 14, 1980 a y&-
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data collected in connection with the surcharge program, and load testing provide sufficient information.
Further-more, it is estimated that two borings per area (which would be required in accordance with the staff's request) would cost a minimum of 5400,000 not including applicant's overhead, project engineering cost, and possible damage to installed components and structures.
Accordingly, the applicant's position is 1.
That the additional borings are not necessary, and 2.
That the postulated benefits do not justify the cost.
Because of the disagreement with the NRC staff, a formal appeal for relief from the staff's request was made to NRC technical management.
This discussion documents the appli-cant's presentation at the appeals meeting of August 29, 1980, and includes additional information pertinent to the NRC staff concerns.
This document also is a partial summary of several discussions with the NRC staff and many formal submittals made during the last 2 years.
Applicable references to mere detailed information are provided.
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A.
DIESEL GENERATOR BUILDING l
1.
Se ttlement As a result of the detailed studies of the settlement problems, it was decided to surcharge the diesel generator building with sand in order to consolidate the fill under the structure.
The surcharge was applied in three increments to a maximum height of 20 feet (approximately 2.2 ksf).
The stresses prevailing during surcharging at all depths in the fill beneath the building exceeded those that will prevail while the structure is operational including t'
those applied by future site dewatering j" Figure 1 shows the surcharge history and Figure 2 shows the stress distribution below the building during and af ter the surcharge.
The cooling pond water level was
- aised to the maximum desi n level before surcharge reached its maximum level.b The groundwater table below the diesel building rose to approximately elevation 625, which is 3 feet below the base of the foundations as shown on Figures 27-5 through 27-49 in the response to NRC Question 27, Revision 6.
The primary reason for requiring the pond level to be raised while the surcharge r
was being applied was to reduce capillary action and O
increase saturation levels closer to the planned ground-water elevation of 627.
Pond water level was maintained the maximum level throughout the period of surcharging.
at As can be seen from Figure 1, settlement occurred rapidly as the lead was applied.
When the surcharge reached its maximum level, the rate of settlement decreased rapidly.
As anticipated, excess pore water pressures developed when the load was applied and dissipated rapidly, indicating rapid consolidation of the fill.*
Measurements made to date indicste that a small amount.
of rebound occurred during surcharge removal, and only small settlement took place since removal of the surcharge in August 1979.
In addition, as expected during rebound, piezemeters showed a slight drop in water level, indicating a negative pore water pressure which la ter stabilized with groundwater level.m i
Primary se ttlement. occurred rapidly and se ttlement measurements indicated secondary consolidation was j
occurring as verified by the straight line on the semi-log plot shcwn on Figure 3.
This figure is typical of all the se telement curves shown in Figures 27-6 and 27-51 through 27-78 which exhibit a straight line settlement i,
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during secondary consolidation.
This behavior has been
. recorded on many projects including the Chicago Auditorium where - this straight line secondary behavior has been observed for 60 years.
Se ttlement trends based on rates experienced while the surcharge was in place were extrapolated to predict maximum settlements expected to occur over the life of the plant.
This prediction is based on the conservative assumption that surcharge loading conditions remain for the life of the structure.
Settlement measurements made during the period between September 14, 1979, and June 12, 1980, show that, on the average, the building experienced less than 0.1 inch of settlement as shown on Figure 4.tus Secondary consolidation was also assessed using data obtained from four deep Berros anchors to pr. ovide greater accuracy than from conventional survey techniques.am The deep Borros anchors allowed movements to be measured by gages to an accuracy of 0.001 inch.'* A typical set of measurements is shown on Figure 5.
These secondary consolidation measurements, when extrapolated, indicate that settlements less than 1/2 inch would occur during the life of the plant under the design loading.
The technique of extrapolating from full scale test g
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results is the most reliable method for predicting
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se ttlement. Normally at the start of a Mbi sampling and testing are utilized to predict settlements.
In this particular situation, the surcharge program provided the opportunity for direct measurements and thereby eliminates the need for sampling and testing.
It eliminates shortcomingc of theories, sampling, and testing.
Measurements in the laboratory are made.to 1
an accuracy of G.001 inch; however, the laboratory i
sample is only 3/4 of an inch thick.
The probable error in estimating the field settlement of a 28-foot i
layer over the 40-year plant life based on a single 3/4-inch laboratory test sample would be of the order of 1/2 inch due to measurement sensitivity alone, not including the of facts of sampling disturbance and representativeness of the samples.
Measurements in the i
field are also made to a 0.001-inch accuracy but the field test sample being measured is about 28 feet thick whereas the laboratory sample is only 3/4 of an inch i
i thick.
Thus, the full scale load test results involved i
far less error and will result in a more reliable
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predict ion.W8 It should also be noted that the approach which utilizes evidence other than the-results of laboratory tests for the prediction of settlements has been used on previous
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nuclear power plant applications.
At the Kewanee plant, initial settlement estimates based on l
laboratory test results predicted that settlement t
should be of the order of 15 inches.
However, when the evidence of preconsolidation by glaciation was incorpo-rated into the evaluation, predicted settlement was reduced to 1-1/2 inches.
Measured settlement at the and of construccion of the four.dation was 1-1/2 inches.
i Another example was at Quanicassee where laboratory
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tests indicated high settlements.
A preload program in conjunction with geological evidence resulted in a i
I lower but more reliable prediction of settlement.
The preloading in that case was accomplished by pumping down the groundwater and beasuring the droo in piezo-metric pressure as well as deformations.n.s The limitations inherent in sampling and tasting have been recognized for many years.
If sampling and testing are done, the predictions *could, because of these limitations, be unrealistically large for.certain soil conditions.
Sampling and testing are not necessary because of the ability to make a more reliable and conservative estimate of settlement with a full scale surcharge program.n.si Although the surcharge resolves the uncertainties
(
regarding settlement predictions, it does not eliminate the potential for liquefaction.
Various methods including chemical grouting to resolve this question wera censidered."'
It was determined that ther be to permanently dewater $yost reliable solution would se site fill.
The dewatering design details are being dhtermined based on data obtained from the temporary dewatering required for future underpinning activities.
This will provide a direct measurement of the groundwater behavior in the fill.
Furthermore, the temporary dewatering has the additional advantage of providing information on settle-ment due to dewatering which is much more accurate than predictions obtained from sampling and testing.
Recharge data will be obtained when the temporary dewatering 4
system is shut down.*'
The approach used to estimate settlement at the diesel generator building relies on full scala reasurements of settlement from surcharging and settlement measurements as a result of fill dewatering.
These procedures provide a direct, reliable, and conservative means of l
predicting settlement; therefore, sampling and laborator testing would not provide better data to refine predic y tions.nl 1
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- the actual rate of settlement of any structure (a slow process) and compare the total differential settlement against the design basis for the building connections provides a positive and verifiable resolution of the safety question involved.
2.
Bearing Cheacitvm In addition to NRC concerns on settlement of the structure, there have been concerns raised on the bearing capacity safety factor.
The net ultimate bearing capacity is the soil pressure that can be supported at the base of the foundation in excess cf that created at the same level by the weight of material above the base of the foundation.
The no t ultimate bearing capacity is defined below.
Net Ultimate Searing Capacity = qdnet
= CN, + Y D ( N -1 ) + 1/2 Y BN g q y
4 where
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C = cohesion intercept N,N,N bearing capacity factors
=
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y Y
ef fective soil unit weight
=
Dg = foundation embedment depth 2 = foundation width The factor of safety is equal to the net ultimate bearing capacity divided by the net applied pressure below the foundation.
The minimum bearing capacity i
safety factor for the diesel generator buil< ting is well above the factor of safety of 3 given in FSAR Sub-section 2.5.4.10.1.
Soil parameters selected for use in determining the not ultimate bearing capacity depend on the rate of load application and the rate of pore water pressure dissipa-tion of the foundation soils.
For a load being applied instantaneously, it must be assumed that no dissipation of pore water pressure would have occurred.
Under the instantaneous loading condition, soil parameters should.
be. selected based on undrained laboratory tests.
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for a period of time to allow pore water pressures to i
l dissipate, soil parameters should be. selected based on drained laboratory strength tests or consolidated undrained laboratory strength tests with pore water pressure measurements.
The building loads for the diesel generator building structure were applied gradually and maintained over a period of more than 18 months; therefore, it is appropriate to evaluate bearing capacity based on drained conditions.
Consolidated undrained laboratory strength tests with yore water pressure measurements were conducted on samples of plant area fill having characteristics similar to those under the diesel generator building.
2 provide a conservative analysis, five samples with low dry unit weights in the range of 114 to 119 pounds /
cubic foot were selected.
Based on the results obtained frem these sam resistance (7)ples, the effective angle of shearing was found to be 29 degrees and the cohesion intercept (C) was found to be 114 pounds / square foo t.
The drained angle of shearing resistance is known to be primarily a function of the plasticity
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characteristics of the soil and as the plasticity of
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the samples tested is within the range found beneath the diesel generator building, these tests are repre-sentative and testing of samples from below the diesel building would not result in significantly different design values.
This laboratory test data is su=marized en Table 1.
The strength data is presented on a modified ef fective stress Mohr-Coulomb diagram in Figures 6 and 7.
2tal and effective strength data at failure shown on Figure 7 are comparable and indicate the pore water pressures existing in the samples tested were close to zero at failure.
As shown on Figure 8, the net ultimate bearing _ capacity factor of safety is approximately 7 using 7 = 29 degrees and C = 114 psf and approximately 6 if the C term is assumed to be zero, assuming the water table will be lowered to below the foundation influence depth.
Under earthquake conditions, an additional loading equal to about 30 percent of the static loading will be applied.
This load will be instantaneous and would occur under undrained soil conditions.
Factors of safety for seismic conditions will be above acceptable limits.
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8.
SERVICE WATER STRUCTURE l
Af ter the discovery of the unexpected settlement at the diesel generator building,13 borings were made within and around the portion of the service water structure supported on fill.
These borings included standard penetration tests through the fill and terminated in the natural soils.
Although there has been no unexpected, settlement of the service water structure, the information obtained from the borings indicated that it would be appropriate to underpin the cantilever portion of the service water structure.
This will be achieved by using piles driven into the natural soil.
At a later date, nine borings were made to conduct shear wave velocity measurements.
These borings also included standard penetration tests in the fill and were extended into the natural soils."
i During the initial site investigation by Dames and Moore and construction phases of the plant, there were borings made into the natural soils in the vicinity of the ser-vice water pump structure.
Based on information obtained in the initial site investigation, borings made during construction, and borings and, laboratory tests made after the discovery of the unexpected settlements in the diesel generator building, preliminary estimates of pile capac-(
ity for support of the cantilever portion of the service
- ater structure were made.
Based upon an estimated capac-i ity on the order of 100 tons, it was determined that 16 piles would be required.
Calculations will be submitted in the response to Question 41.
To verify the initial estimate, a preproduction load test program will be conducted which will include loading a pile to yield in order to determine the pile working capacity. The pile will be top driven in a predrilled hole and will penetrate i
into natural soil.
The load test will be conducted as close as possible to the location of the production piles.
In production, the piles will be installed in j
the same manner as the test pile and will be tested by jacking against the building to 1.5 times the design load.iu.m Results of the various subsurface investigations conducted at the site also enabled an estimate to be made of the downdrag on the piles.
Downdrag has been estimated on,the basis of standard penetration tests and results of laboya-tory tests conducted on plant area fill soils throughout the site.
Downdrag values will be verified by pullout testing during the preproduction stages.
In this case, a pile will be driven in a predrilled hole in the same manner as the production piles.
The pile will only pene-trate through the fill and will not penetrate through the-g natural soil.
The pile will be load tested in tension and the downdrag will be estimated on the basis of this test.
Based on the above, downdrag will be factored into the final design.82
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T C.
AUXILIARY BUILDING i
i Af ter the discovery of the unexpected settlement of the diesel generator building,18 borings were made along the southern portion of the auxiliary builaing, both inside and outside of the electrical penetration and control tower areas.
These borings penetrated the fill and were i
terminated in the natural soil.
The borings included making standard penetration tests.88 During the initial site investigation by Dames and Moore, borings were made in this general area.
Although there has been no unexpected settlement of the auxiliary a
building and electrical penetration areas, information obtained from the borings indicated that it would be appropriate to underpin the electrical penetration areas of this structure.
This will be achieved using caissons bearing on the natural soils.
This has been addressed in the response to NRC Question 12.'d 5d 88 The bearing capacity of the caissons to be installed in the electrical penetration areas was determined on the basis of laboratory test results conducted during the 1'
initial site investigation by Dames and Moore and has been factored into the preliminary specification for-i caisson construction.
Bearing capacity calculations wi'11 be transmitted in the response to Question 42.
r During 4
installation of caissons, each caisson will be iced tested.
A minir.um of two caissens will be load tested to twice the working load and the remaining caissons will be load tested to 1.5 times the working load."
- Downdrag may also occur on the caissons.
Estimates of downdrag were made on the basis of results of soils borings made beneath the electrical penetration area foundations. These estimates will be incorporated in the design.
It should be noted, however, 'that downdrag around the caissons should be minimal because these caissons will be installed with friction breakers and bentonite slurry which are necessary to facilitate penetration of the caissons through the soil.
There-3
, fore, the friction around the caissons during service life will be minimal due to the presence of bentonite slurry. At least the last 4 feet of penetration into the natural soils will be hand dug without the use of friction breakers or casing.'"
There is no need for additional borings because borings to date and testing to be performed during construction will provide sufficient information.
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D.
COOLING POND DIKE The staf f has requested that borings.be taken in certain areas of the cooling pond dike.
The adequacy of the design and construction of the cooling pond dike is not a proper subject for consideration in the hearing on the NRC's December 6,1979, Order Modifying the l
Midland Construction Permit.
The scope of the hearing and i
the jurisdiction of the hearing board are limited and determined by the December 6,1979, order.
(See Public Service Company of Indiana, Incorporated, Marble Hill Nuclear Generating Station, Gnats I and II, ALAB-316, 3 NRC 167, 170, 1967.)
The December 6,1979 Order clearly sets forth the subject matter for a hearing in the event one was requested.
At Page 6, the Order provides:
In the event a hearing is requested, the issue to be considered will be:
(1)
Whether the facts set forth in part two of this i
Crder are correct; and.
(
(2)
Whether this order should be sustained.
1 The first issue identified clearly provides no basis for an open-ended review of the design or construction of the l
cooling pond dike.
No reference to the dike, a nonsafety-related and non-Q-listed structure, is made in Part Two of the Order.
Nor would the second issue provide such a basis.
The basis upon which the order could be sustained is set forth in Part Four of the Ceder.
The text of ~ Part Four clearly indicates that the order was rendered pursuant to the Atomic Energy Act, not NEPA.
Further, the Crder is -
limited in scope to " remedial actions associated with the soil activities for safety related structures and systems founded in and on plant fill."
Hence, the purview of the hearing is, by the direct terms of the order, limited to a l
Safety Review of safety-related structures and systems.
i As pointed out above, the dike is not Q-listed, is not j
safety-related, and hence is outside of the scope of the soils hearinga.
Although this is an inappropriate subject for NRC consid-eration in this hearing, the following information indi-cates why the dikes were adequately constructed.
1 l
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Heavy equipment was used to construct the dike, whereas in
. the confined areas of the plant small hand-held equipment.
was utilized in many excavated areas..
Prior to dike construction, the area was stripped of all soil which contained organics and deleterious materials.
The area was excavated to an acceptable firm foundation for an inspection trench and an impervious cutoff.
The exca-vation ex. tended to a minimum of 8 feet below original ground level and a minimum of 2 feet into undisturbed materials of the impervious cutoff.*
Af ter completion of the excavation, the subcontractor was required to request an inspection by the contractor's field engineers.
l The clay embankment fill material was then placed in lift thicknesses not to exceed 12 inches and compacted with
~
four passes of a 50-ton rubber-tired roller or equivalent compactive ef fort.
Other equipment used was qualified on test pads using the proper materials and roller passes to the above specification.
Other material sections of the dike were also placed utilizing methods described above.
Care was employed to ensure. material separation between zones of the embankment to prevent material contamina-f.
t io n.
If, for example, the sand zone was to be crossed by
[
equipment, the area would be marked and the contaminated material would be removed and replaced with approved sand.ts.m Inspections were performed by the fulltime subcontractor's inspector for lif t thickness, proper material, roller passes, and moisture conditioning.* The inspector would i
call for field density tests af ter approximately every 500 cubic yards were placed to verify that proper place-ment was accomplished.* Random over-inspections were 4
conducted by a representative of the applicant during normal placement.
Af ter completion of the dikes, several methods of monitoring l
the dikes were implemented.
Twenty-four settlement monuments were placed around the dike.
All readings show little or no settlement except for three monuments, which are located at the southeast corner of the dikes.
These monuments show approximately 1-7/8 inches of initial settlement, which took place before pond fill.
Since June 6, 1978, only 0.010 inch of settlement has been recorded.n.m Four holes were drilled in the dike to install power poles.
These holes extended approximately from elevation 632 to elevation 623 which was the approximate water elevation i
at that time.
Visual inspection of these holes revealed firm, well compacted material, which is documented in c
inspection reports by the contractor's geotechnical 1
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. personnel and describes the material in these holes as 5
firm clay free of any standing water.
In addition,
)
penetrcaneter readings ranged from 1.1 to 2.7 tons /
square foot.
In a boring taken for this activity, blow i
counts were taken and show that the clay is stif f.
(Blow counts ranged from 11 to 41.)
Prior to ' cooling pond fill, piezometers were installed in two locations.
These were at the northeast dike and the east dike at depths to 67 feet.
At each location there are ten piezometers starting at the pond side of the dike and extending to the river flood plain on the outside of the dike.
Piezometers in the dike show the sand drain is performing as expected.
Standard pene-tration tests in the fill at these locations show blow counts between 10 and 60, with two exceptions at approxi-mately 70, and two exceptions near the surface at 3 and 7.
Logs of these borings will be provided in the res; case to Question 46.
i There are 19 groundwater monitoring wells around the dikes, extending to various depths from 32 feet to 234 feet. These are used to monitor the elevation and quality of the groundwater.
As expected, water level
(,
1 in the monitoring wells is fluctuating with groundwater V
level changes.
Since completion of the pond fill there have been two inspection walkdowns around the dike by the contractor's geotechnical personnel accompanied by the applicant. No l
significant areas of concern have been identified.
This supports the conclusion that the dike is performing as intended.
The soils consultants have advised against making addi-tional borings in the dike now that the pond has been filled, because of possible dama i
due to the drilling cperation.* ge to the embankment j
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1 E.
RETAINING WALL The retaining walls adjacent to the service water pump structure (Seismic Category I) and circulating water pump structure (non-Seismic Category I) are both founded on natural soil and on backfill material.
A construction joint separates sections of the walls that are on natural soil (except for a short distance which was excavated and backfilled during the construction of the service water pump structure) from the sections on backfill.
Af ter discovery of the unexpected settlement of the diesel generator building, four borings were made near the retaining walls.
The borings penetrated the fill and were terminated in the natural soil.
During con-struction phases of the plant, there were borings made into the natural soil in the vicinity of the walls.""
Borings made adjacent to the retaining walls show thatt (1) granular fill was placed and compacted behind the wallst (2) the outer walls are founded on stiff to very stiff clay fill; (3) the inner walls are founded on natural dense sands, and hard. clays and silts that also underlie the fill supporting the outer walls.
g The soil parameters used in the original design are i
i compared in the following table with the values derived from the boring records and laboratory tests of the j
soil samples taken to date throughout the site.
Allowable i
values from Boring Desien Values and Laboratorv Tests l
A.
Natural soil Cohesion 2.0 ks!
4.0 ks!
Bearing for static condition 7.25 ksf 12.9 ksf Bearing for seismic condition 9.63 ks!
19.35 ksf B.
Backfill soil Angle of internal friction 20*
35*
Bearing for i
static condition 3.34 ksf 3.3 kaf
)
Bearing for seismic condition 4.25 ksf 5.0 ksf 1
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the design is conservative.
The factors of safety of the retaining wall against sliding and overturning, using the design parameters, are within the requirements given in FSAA Subsection 3.8.6.3.4.
Slope stability evaluation based on borings to date show an adequate factor of safety.
The measured total settlement and differential settle-ment are each less than 1/4 inch from September 1978 to July 1980.n,is Therefore, additional borings are not required in this area because available borings and settlement data provide information sufficient for evaluation of the adequacy of the walls.
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REFERENCES 1.
NRC Meeti.1g, 8/29/80, Midland, Michigan, 2.
Responses to NRC Requests Regarding Plant Fill, Volume 3, Tab 7, letter from A.J. Hendron to S.S. Afifi, 10/23/78 3.
Responses to.NRC Requests Regarding Plant Fill, Volume 3, Tab 12, Bechtel Meeting Notes No. 882, 11/7/78 4.
Responses to NRC Requests Regarding Plant Fill, Voltame 4, Tab 75, letter from R.B. Peck to S.S. Afifi, 7/23/79 I
5.
Responses to NRC Requests Regarding Plant Fill, Questien 9 6.
NRC letter to Consumers Power Ccmpany, Docket No. 50-329/330, 7/30/80; Table 37-1, Item 3 4
7.
Responses to NRC Requests Regarding Plant Fill, Question 27 8.
NRC Meeting, 7/31/80, Washington, D.C.
3.
Responses to NRC Requests Regarding Plant Fill, Volume 3, Tab 70, letter from Mssrs. Peck, Hendron, Davisson, 7
Loughney, and Gould to S.S. Afiti, 7/2/77 10.
Responses to NRC Requests Regarding Pla.it Fill, Volume 3, Tab 57, letter from S.S. Afifi to Masrs. Davisson and Hendron, 5/22/79 11.
FSAR Subsection 2.5.4.3.2 12.
NRC Meeting, 2/28/80 and 2/29/80, Midland, Michigan 13.
Responses to NRC Requests Regarding Plant Fill, Volume 3, Tab 55, Meeting Notes, 5/10/79 4
14.
Responses to NRC Requests Regarding -Plant Fill, Volume 4, Tab 79, letter from C.H. Gould to S.S. Afifi, 8/3/79 15.
Responses to NRC Requests Regarding Plant Fill, Question 12 16.
FSAR Subsection 2.5.6.4 17.
NRC Midland Site Meeting, Dike Tour, 8/28/80 18.
Consumers Power Company letter to NRC, Serial 9697, 9/12/80, Settlement Update l
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COLePARISON OF EFFECTIVE STRESS AT
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UFE OF PLANT OPERATION SOUTHWEST COANEA OF DIESEL GENERATOR BUILDING e
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j LEGEND:
! h' O - ausLDONG / PEDESTAL SETTLEe8ENT 40ARKER
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[,eeg-taEASURED SETTLEteENT SETWEEN &lE 79 and St24G IN INCITES g
423 - PREDICTED SETTLEMENT BETWEEN S 36 re and 81240 8N INCHES gggg 1 )1 3
AS$un44NG SURQlARGE AfasA8NS DONING PLANT LIFE L=
-)
AleII Annen jf Time meesised esesimananas de not biclasse seis hoeve ehesewed MIDLAND POWER PLANT
- b. i t
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esgseeslaneesty besween 815 79 & S-14-79,
'4,
MEASURED VS PREDICTED SECONDARY i
COMPHESSION SETTLEMENT (8-Is-74/
S-1240) ASSUM6NG SUncilARGE HEMAINS
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SUMMARY
OF SOIL PROPERTIES" To DETERMINE p' - q' RELATIONSHIP i
1 F1 + c3 7133 Boring - Sample w
p'=
2 p' =
2
- Test Series Td foef)
(t)
(psf)
(ps!)
T9 213 117.9 14.4 2,000 1,100 T15 222 118.6 14.2 7,200 3,850 T16 225 114.4 16.9 2,100 1,225 TR2 - U2 - 140 114.6 14.6 3,600 1,800 TRS 147 117.9 14.1 6,000 3,100 NOTESs i';
Y d = dry unit weight w = water content 71 = effective major principal stress 33 = effective minor principal stress 4
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BEARING CAPACITY (D/G 3I.DG)
A.
EASED Clt ALL C::U TESTS
-$ = 29 o
c = 260 psf al. Use T 4 7
- N =
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=
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=
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=
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b).
Use Yesie N,* 27.9 N = 16.4 N7 = 19 g = (160) (27.9) * (125) (4) (14.4) + 1/2 (125) (10) (19)
= 7,254 + 12.300 + 11,875 = 31,425 psf
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BASED ON F2VE SAMPI.ES W2TN U:$rER DENSIT213 o
4 = 29, c = n4 pf N = 27 N = le N = 15
+
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y (g = (114) (27) + (125) (4) (14) + 1/2 (125) (10) (15)
= 3,078 + 12.000
- 9,375
= 24,453 psf I9 3
= 23,703 psf 4 not
/
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- F ifE NE*="ECT c, ASF::ME = 0 l
4 d
qd = (125) (4) (14)
- 1/2 (125) (10) (15)
= 12,000
- 9,375
= 21,375 psf (q I
= 20,425 pst d not F.S. = 20.425 = 4.07 3,400 i
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APPINDEC A P25UMIS FOR CONSUI.TANTS M.T. DAVISSON, A.J. HINDRCN, A?"J R.S. 7ECK p
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m Full Nam,e., Nelvin Thomas Davisson Birth Date: 23 December 1931 Present Positions:
Professor of Civil Engineering, University of 31"laois, Urbana, niinois Consulting Foundation Engineer 3acksreundr I
Bative of Ohio. 3CI from University c.f Akron, M.S. and Ph.D. fros University of Inimels. Earlier wrk experience was La eaa-struction and structural engineering.
consultina Difficult foundations in waterfront constructica including bulkheads, coffertans and piers; brase1 cuta, underpinning, grata storage structures; protective construe?, ion to resist nuclear blast; deep ocean soil mechanics; foundation dbrations; deep foundatican; dynamics of pile driving. Examples are: Rudson River Pier 'no for the Rolland-America Lines; Dulkhead supporting McCorr.ick Place in Chicago; Crain Terminal at Sorel. P. Q.; Pile foundaticas for l
locks and Da=s in the Arkansas River Project; Minuteman-type construction for U.S. Air Force; Shelter construe?, ton f=r U. 5.
Arzr and Navy; Research problems at 3evada Test Site and Suffield Experimental Station; Recos=nendations for R and D pro-grams is deeMeeen engineering for U. 5. Navy; Pile supported ruavay extensions at LaGuardia Tield for Fort of New York Authority; R and D on vibratory pile driving far Shell 011 Co.;
Tmmdatica vibration-par %nn..iarvslying.alecaria sever slaats and structures such as the No. Ik Newsprint Machine for Price Eros. at Alma P. Q.,Tornism projects in Europe. Asia, South Ameries. Central Amaries, Canada and Puerto Ries.
Researes:
Saharier of deep foundations (piles, drined piers. 'etc.) sett.lement of foundations. Soil dynamics. Foundation vibrations. Dynanias of pile driving. Wave eq,uatica analysis of impact and vibratory pila driving Teachinat Several courses is soil mechanics and foundation engineering for seniors and graduate students. Special course in deep foundations for ad-venced graduate students. _
Techniesi and Professional foef eties:
Ameriesa Society of Civil EngLaeers American Concrete Institute American Railvar Zagineering Association A=ericsa Society for Testing and Materials National Society of Professional Engineers k.
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Personal Data suannary of M. T. Davisson, continued Con =tttee Membershies t American Railway Engineering Association, Committee 8, Concrete Structures and Foundations.
American Concrete institute, Committee $k3, Concrete Files.
American Society of Civil Engineers, Committee on Deep Foundations.
American Society -for Testing and Materials, Committee D-18, Suh.11 Tests on Deep Fatandations and Committee D-7, sub. 7, Timber Files Highver Research Board, committee on soils, Geology and Foundations, Chairman, Subcouaitsee on.hidges and Other Structures.
Professional Meristratient Professional Engineer - Chio and Illinois Structural Insineer - Illincia Meners and Awards:
Rocipient of the second Annual AJfred A. Naymond Award,1959, for the paper *:4teral Stability of a Flexible Pier." First place award in inter =stional ecupetition for original papers on foundation engineering.
Recipie=t of the Collingwood Prize,196k, presented iry the American
(,
Society of Civil Engineers for the ;sper, " Laterally Imaded Piles is a Layered Soil Systaa."
Publiestions:
See attached list.
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Pubitcations:
1.
R. 8. Peck, M. T. Davisson and V. Hansen, discussion of: " Scil Modulus for Laterally Loaded Piles," by 8. ifccle11and and J. A.
Facht, Jr., Transactions. ASCE, Vol. 123, 1958, pp. 1065-1069.
l 2.
M. T. Davisson, discussion of: " Experimental Study of Beams on Elastic Foundations," by R. L. Thoms Proceedings, ASCE, Vol. 87, No. EM1, February 1961, pp.171-172.
3.
D. U. Deere and M. T. Davisson, " Behavior of Grain Elevator Founds-tions Subjected to Cyclic Leading " Proceedings, Fiftn International Conference on Soil Mechanics and Foundation Engineering, Paris..
Vol. 1, 1961, pp. 629-633.
4.
R. 8. Peck and M. T. Davisson', discussion of: " Design and Stability Considerations for Unique Pier," by J. Michalos and D. P. 81111ngton, Transactions, ASCE, Vol. 127, Part IV, 1962, pp. 4T4-424.
5.
R. 8. Peck and M. T. Davisson, discussion of: " Friction Pile Greups in Cohesive Soil," by R.. L. Xondner, Proceedings ASCE, Vol. 89, s
No..Sil, February 1963, pp. 279-285.
M. T. Davisson and M. L.' Gill. "k.aterally L'aded Piles in a Layered 6.
c Soil System. " Proceedings ASCE, Vol. 89, No. SM3, May 1963, pp. 63-94.
7.
A. J. Hendron and M. T. Davisson, " Static and Dynamic Behavior of a Playa Silt in One-Dimensf onal Compression," Tecnnical Documentary Report No. RTD TDR-63-3078 AFWL, Kirtland Air Force Base, Septemeer 1963.
8.
H. Xane, M. T. Davisson, R. E. Olson and G. 'C. Sinnar.on, "A Study of the Dynamic soil-Structure Interaction Characteristics of Soil,"
Technical Documentary Report No. RTD TDR-63-3116 AFWL, Kirtland Air Force Base, December 1963.
~.
9.
M. T. Davisson and S. Prakash, "A' Review of Soil-Sole Behavior "
Highway Research Record No. 39, NAS-NRC Publication 1159, Washington, 1963, pp. 25-48.
10.
M. T. Davisson.
- Estimating Buckling Loads for Piles," Proceedings.
Second Pan American Conf ~erence on Soil Mechanics and Foundation Engineering, Brazil, Vol.' 1,1963, pp. 351-371.
11.
A. J. Hendron, Jr. and M. T. Davisson, " Static and Dynamic Constrained Moduli of Frenchman Fla?. Soils." Proceedings. Symoosium on Scil-Structure Interaction. Tucson, June 1964, pp. 73-97.
12.
M. T. Davisson and T. R. Maynard, " static and Dynamic Compressibility i
of Suffield Experimental station soils " Technical Report No.
WL TR-64-118, AFWL, Kirtland Air Force Base. April 1965.
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13.
M. T. Davisson, discussion of: "Bucklin
- Piles," by E. J. Klohn and G. T. Hughes,g of Long, Unsupported Timber No. SM4, July 1965, p. 224.
Proceedings. ASCE, Vol. 91, i
14.
M. T. Davisson, T. R. naynard and V. G. iColle, "
No. AFWL-TR-65-29. AFWL. Kirtland Air Force Base Decem 15.
M. T. Davisson and K. E. Robinson, " Bending and Buckling of Par Embedded Pfles," Proceedings Sixth International conference on Soil Mechanics and Foundation, Engineering, Montreal, Vol. 1, 1965, pp. 243-46.
18.
M. T. Davisson.
- Design of Deep Foundations for Tall Sufidings linder Lateral Lead," Proceedings, Structural Engineering In Modern Design, Illinois Structural Engineering Conference, Chicago, Building pp. 157-174
- 1966, 17.
ASTM Special Technical Pubitcation, No. 444, Sy Foundations, San Francisco,1968, pr.106-117.
18.
M. 1. D'avisson and J: R. Salley, " Lateral Load Tests on Det11ed Piers," ASTM 5pecial Technical Publications No. 444 Sympcsium on Deep Foundations, San Francisco, 1968, pp. 68-83.
E 19.
M. T. Davisson and V. J. Mcdonald, "Enerfy Measurements for Haemar," ASTM Specia1' Technical Publicat on, No. 444, Symposium o Deep Foundations, San Francisco, 1968, pp. 295-337.
20.
M. T. Davisson, dis'cussion of: " Skin F i tion for Steel Piles in Vol. 95, No. SM1, January 1969, pp. 373-374. Sand," by Ha rc t
i 21.
A. M. Hendron, Jr., M. T. Davisson and J. F. Parola, "Effect of Degree of Saturation on Compressibility of Soils from the Defense Research Establishment Suffield," Report 5-69-3, Waterways Experime Station, Vicksburg, Mississippi, April 1969.
- 22. M. T. Davisson, " Static Measurements of Pile Behavior." Proceedings, Conference on Design and Installation of Pile Foundations and Cellular Structures. Lehigh University Bethlehem April 1970, pp. 159-164.
23.
M. T. Davisson. " Design Pile Capacity," Proceed i
Lehigh University Sethlehem April 1970, pp. 75-85.
24.
M. T. Davisson and J. R. Salley, Nodel Study of Laterally Loaded Piles." Proceedinos. ASCE, Vol. 95, No. SMS, September 1970, pp. 1605-1627..
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25.
M. Alizadeh and M. T. Davisson, " Lateral load Tests on Piles -
Arkansas River Project " Prdceedings, ASCE, Vol. 96 No. SMS, Septe:nbar 1970, pp.1583'-1604,
- 26. M.T.Davisson,"LataralLoadCapacityohPiles,"HighwayResearch Record No. 333, Washington, 1970, pp. 104-12.
27.
M. T. Davisson, "SRD Vibratory Driving Formla." Foundation Facts, Vol. VI, No.1,1970, pp. 9-11.
28.
M. T. Davisson and J. R.. Salley, " Settlement Histories of Four Large Tanks on Sand " Proceedings, Performance of Earth and Earth-Supported Structures, Purdue University, Lafayette, June 1972, pp. 981-996.
29.
M. T. Davisson, " Settlement Histories of Two Pile Supported Grain Siles," Proceedings Performance of Earth and Earth-5upported Structures, Purdue Ur.tversity, Lafayette, June 1972, pp.1155-67.
30.
M. T. Davisson, " Inspection of Pile Driving Operations," Technical Report M-22, Depart:nent of the Army, Construction Engineering Research Laboratory Champaign, July 1972.
31.
M. T. Davisson, "High Capacity Piles," Proceedings, Lecture Series, r.
Innovations in Foundation Construction, Sl1&FD, Illinois Section ASCE, O
Chicago, 1973.
32.
M. T. Davisson and D. M. Respe, " Wave Theory Simplifted," Piletalk Seminar, New Jersey,1974.
33.
M. T. Davisson, " Pile Foundations and the Computer," Use of Computers in Foundation Design and-Construction, Metropolitan Section ASCE, New York, April 1974.
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i Professional Background and Experience i
Name: Alfred J. Hendron Jr.
Address: 2220c Civil Engineering Building University of Illinois at Urbana-Champaign Urbana, IL 61801 Date of Birth: Octo'ber 4, 1937 Marital Status: Married with 2 children Citizenship: Natural Born - U.S.
Education Ph.D.
1963 University of Illinois Major:
Soil Mechanics Urbana, Illinois Foundations Minors: Geology Theoretical and Applied Mechanics b
M.S.
1960 University of Illinois Civil E.kgineering Urbanai Illinois B.S.
1959 University of Illinois Civil Engineering Urbana, Illinois Positions Held
~
September' 1970 - Present Professor of Civil Engineering University of Illinois September 1968 - September 1970 Associate Professor of Civil Engineering University of Illinois September 1965 - September 1968 Assistant Professor of Civil Engineering University of Illinois Septeder 1963 - Septeder 1965 1/tt. U. S. Army Corps of Engineers Research Engineer U. S. Army Engineer Waterways Experiment Station June 1961 - September 1963
,Research Associate University of Illinois June 1960 - September 1960 Engineer, Shannon & W11 son'
/
Soil Mechanics and Foundation Engineers
(
Seattle, Washington N
n.
..~w
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r Offices held and other services to orofessional societies (1-)
i Member of the Research comittee of the Soil Mechanics and Foundations
=
Division of the American Society of Civil Engineers (1967-69).
.=
i (2)
Member of Subco=nittee 12 of Comittee D-18, ASTM, Properties of Soil and Rock, 1965-1970.
5 3
(3)
Co-chairman of Panel on " Stress Wave Propagation in Scils."
3 International Symposium on Soil Dynamics,LAlbuquerque, New Mexico, j,.
sponsored by ASCE & NSF, August 1967.
s (4)
Panel member for " Dynamic Leading," Session of a national Specialty s
3 Conference on Placement and Improvement of Soil to Support Structures,"
M sponsored by the Soil Mechanics and Foundations Division of the 3
American Society of Civil Engineers, M.I.T., August 1968.
1 5
(5)
April 1968 - Gave lectures on rock mechanics to Metropolitan Section.'
2 q=
M (5)
April 1969 - Gave lectures on rock mechanics to Metropolitan Section
?!
ASCE, Washington, D.C.
1 T:If (7)
Selected to give a lecture on " Field Instrumentation in the Design of Underground Structures in Rock," Metropolitan Section. ASCF,
(.
New York City, May 1970.
3 (8)
Panel member on "Uynamic Loadings and Deformations " Sessted for ASCE, Soil Mechanics and Foundations Division Specialty Conference 3
on'" Lateral Stresses in the Ground and the Design of Earth Re-4 taining Structures," Cornell, University, June 1970.
(9)
Member of Fanel on " Deformation Modulus of Rock Foundations," ASTM 3
Symposium on Deformation Properties of Rock, Denver February 1969.
=
5 (10)
Selected by NSF as one of the U. S. Members to exchange meeting with 5
Japanese Engineers on the Topic of Ground Motions produced by
]
earthquakes U. of California at Berkeley, August 1969.
._=.
J (11)
Member of Comittee on Soil Dynamics, Soil Mechanics Division.
E ASCS, 1970 - present.
4 "i
(12)
Member of Publications Comittee for Journal of the Soil Mechanics t
]
and Foundations Division ASCS,1970 - present.
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- ,. M.-
. s.:.s Alfred J. Hendron, Jr.
t Examples of Foundation Engineerino and Earthouake Engineerine Excerience l
1.
Consultant to Williams Brothers construction Company on slope stability -problems encountered in construction of the Transandaan Pipeline in southern ~ Colombia,S.A.
2.
Consultant to Woodward-Clyde and Assectates on the Foundation Design of Davis-Besse Nuclear Reactor for earthquake loadings.
3.
Consultant, as an associate of Dr. N. M. Newmark, en the foundations for a 40 story building in Vancouver, B.C., designed for earthquake loading.
4.
Consultant to Waterways Experiment Station on the Earthquake Stability of Dam Slopes.
y 5.
Consultant to H. G. Acres Ltd. on Seismic considerations for Nuclear Reactor Foundations as a part of a study for 6 New England
'tates on Projected Power Needs.
- +
6.
Consultant, as an associate of Dr. N. M. Newmark, to the Divisions of Reactor Licensing and Reactor Safety of the Atomic Energy Comis-sion, on the adequacy of nuclear reactor foundations to resist earthquake Toading, September 1957 - present. The folicwing is a (i
list of the Nuclear Power Station Foundations. reviewed during this time:
Ft. Calhoun Arnold Cooper Pilgrim 4
Surry Crystal River a
Shoreham
.E Prairie Island Salem Farley 1
Rancho Seco 1
Calvert Citffs Diablo Canyon Oconee Sequoyah Indian. Point Hatch Bailey Brunswick i
D. C. Cook Kewaunee s
Zismer Fitzpatrick 3 Mile Island 4
pkrst
+
Russellville Turkey Point Easton Bell 3
7.
Dynamic stability assessment of 3 TVA dams subjected to design
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Exoerience on Desien of Protective Structures and Nuclear Effects l.
Consultant to TRW Systems, Redondo Beach, California on Dynamic
)
Soil Properties pertinent to the hardness of the Minuteman System. '
~
2.
Presently member of a panel in Dept. of Defense to review design of all Safeguard Structures for Vulnerability and hardness.
{
3.
Consultant to Omaha District Corps of Engineers on the con-i o
-i struction of underground protective structures in rock.
1 3
4.
Consultant to Air Force. Space and Missile Systems Organization on Hardness of Minuteman Structures as an associate of Dr. N.
-l!
3 M. Newmark.
-l S.
Consultant on problems in soil dynamics and rock mechanics to the U. S. Army Engineer Watemays Experiment Station, Vicksburg, MI.
6.
A member of the "Decoupling Advisory Group" formed by the Defanse Atomic Support Agency. Responsibility is to coment on stability
]
problems which might be encountered in building underground cavitie 100-360 ft in diameter and to give the shear strength properties of rock masses which are important in determining the decoupling chara) teristics of cavities over-driven by the detonation of a nuclear de h
7.
Received Army Comendation Medal in 1965 for representing the Chief of the Coprs of Engineers as a consultant to the Norwegian Governet and NATO :n the engineering of large underground facilities.
3 f
)
i Recent Publications k
c 'g "The Behavior of Sand in One-Dimensional Compression " Ph.D. Thesis, U W
of I. Dept. of Civil Engr., July 1963; "The Dynamic Stress-Strain Relations 9
for a Sand a:. Deduced by Studying its Shock Wave Propagation Characteristics Q
in a 1.aboratory Device " w/T. E. Kennedy, Proceedings of the 1964 Army Science 2
Symposium Vol. II West Point, N.Y., June 1964; " Static and Dynamic Con-strained Moduli of Frenchman Flat Soils," with M. T..Davisson, Proceedings
~?
of the Symposium on Soil-Structure Interaction, Univ. of Arizona, Tucson, Arizt Sept.1964; " Damage to Model Tunnels Resulting from an Explosively-Produced l
Impulse " with G. B. Clark and J. N. Strange. U. 5. Army Engineer Waterways Experiment Station, Vicksburg, Mississippi, Research Report No.1-6, Report 1, May 1965; "The Design of Surface Construction in Rock," w/D. U. Deere F.
D. Patton, and E. J. Cording, Ch. II in Failure and Breakage of Rock, American di Inst. of Mining Metallurgical and Petroleum Engineer, 1967. "The Effect of
.h Soil' Properties on the Attenuation of Air Blast-Induced Ground Motions," with
,T H. E. Auld, pp. 29-47, Proceedings of the International Symposium on Wave 5
Propagation and Dynamic Properties of Earth Materials, University of New Mexico Press, 1968. " Mechanical Properties of Rock " Chapter 2. pp. 21-53, i
of the book " Rock Mechanics in Engineering Practice," edited by X. G. Stagg and O. C. Zienkiewic:, published by John Wiley & Sons, London, 1968, 442 pg.
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Alfred J. Hendron, Jr.
" Dynamic Behavior of Rock Masses," with N. N. Ambraseys, Chapter 7, pp. 203-236 of the bcok " Rock Mechanics in Engineering Practic.e" edited by K. G.
Stagg and O. C. Zienkiewicz, published by John Wiley and Sons London,1968, 442 pages. " Foundation Exploration for Interstate 230 Bridge over Mississippi River near Rock Island Illinois," with J. C. Gamble and G. Way, Proceedings of the Twentieth Annual Highway Geology Symposium, University of Illinois, Engineering Experiment Station, Urbana, 126 pp. " Compressibility Characteristics of Shales Measured by Laboratory and In Situ Tests," with G. Mesri, J. C.
Gamble and G. Way, pp. 137-153, ASTM Special Technical Publication 477,
" Determination of the In Situ Modulus of Deformation of Rock," June 1970.
Rock Engineering for Underground Caverns," with E. J. Cording and D. U. Deere (In Publication ASCE Proceedings of a Symposium on the Design of Large-Underground Openings, Phoenix, Arizona, February,1971). " Dynamic Stability c' Rock Slopes," with E. J. Cording (In Publication, Proceedings of the 13th symposium on Rock Mechanics, Univ. of Illinois, 1971). " State of the Art of Soft-Ground Tunneling," with R. B. Peck and B. Mohraz, Proceedings cf the 1st North American Rapid Excavation and Tunneling Conference, Chicago, Illinois, June 5-7, 1772, AIME, 1972, pp. 2E9-286. " Specifications for "ontrolled Blasting in Civil Engineering Projects," with L. L. Oriard, Proceedings of the l
1st North American Rapid Excavation and Tunneling Conference, Chicago, Illinois, June 5-7, 1972 AIME, pp.. 1585-1610.
(
Consultine Excerience Directly Aonlicatle for the Desica of Larce Undercround Cnar:ars f:r 5 crace 1.
1971-present: Consultant to Gulf 011 on 41arge undergrcund chanmers fcr storage of gas, Fannett Dome, Texas.
2.
1972-present: Consultant to Dome Petrole un on the use of salt caverns in Windsor Canada for gas storage. Caverns in service now, status reviewed 3 or 4 times a year.
~
3.
Consultant to Morton Salt on control of soluttun mining in the following brinefields Port Huron, Michigan Rittman, Ohio Hutchinson, Kansas 4.
Consultan't to the Solution Mining Research Institute on subsidence and l
cavity stability Report en a study of sinkhole develcpment above cavities in two brinefields and discussion of means for detecting this behav~ ice sufficiently in advance to prevent such behavior.
5.
Consultant to BASF-Wyandotte, Wyandotte, Michigan on control of subsidence I
and prevention of sinkhole formation above cavities in bedded salt.
6.
Consultant to Duke Pcwer Co. on current design of Bad Creek underground powerhouse.
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Past consultant to British Columbia Hydro-Authority on stability of the Portage P.ountain Underground Powerhouse. (96 ft span,1000 ft long,180 fthigh).
3 8.
Consultant to Morton Salt on the possible use of the Silver Springs brine field for gas storage.
1 9.
Consultant to U. S. Depart =ent of Defense on many tunnels and underground chambers at Nevada Test Site.
l 10.
Past cbnsultant to U'. 5. Cohs of Engineers on the use of large underg
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' 1 11.
Consultant to NATO and Norwegian Governrant in 1965, as a Corps of Engineer officer, on large underground chamber construction.
Received Army e.
comendation madal for this assignment.
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NAME:
Ralph 8. Peck EDUCATION:
- 8. 5.. CiviT Engineering Rensselaer Polytechnic Institute O.C.E.
Rensselaer Polytechnic Institute Post-doctoral studies Engineering Harvard University PROFESSIONAL Illinois: Structural and Professional Engineer (1942)
LICENSES:
Member. Illinois Structuraf Engineer Examining Board since.1959 Hawa11 1956 California 1963 FIRM:
Ralph 8. Peck - Civil Engineer: Geotechnics (1975-Present)
(Bechtel Consultant)
EXPERIENCE and QUALIFICATIONS:
Summa n
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45 Years:
Internationally known consultant on foundation and stability conditions for tunnels, heavy loaded st metures, and subways. Foriner professor of foundation engineering at University of Illinois.
Dr. Peck is the author of more than 70 technical publications dealin pressures', tunnels,g with foundations, earth slopes, earthdams, etc. He collaborated on Soil Mechanics in Engineering Practice. Foundation unaineerinc., ane From Theory to Practice in Soil'Mecnanics. In 1944, he was awarced tae Norman Medal of the American Society of Civil Engineers.
1930-Present: Dr. Peck is an internationally known consultant specializing in soil mechanics and foundation engineering. He has investigated bracing systems for open cuts for subways and deep excavations and has served as consultant on large dans in the United States Colombia, Puerto Rico, Hawaii, C,sta Rica, British Columbia, New Bmnswick, The Phtlippine Islands, Canal Zone, and Greece.
Professor Peck has been a member of the boah of consultants for flexible paving design, pipe cover studies, the Garrison Das Test tunnel. foundations for the Savannah River project, dynamic soil testing, Lincoln AFB missile sites for the Corps of Engineers.
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1980-1975:
For twenty-five years. Cr. Peck taught on the ectiege
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lie was a lecturer at Illinois Institute of Technology, then assistant professor, associate pro-fessor, and professor of foundation engineering at University of Illinois.
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1 A
No.
2 C
No confusion?
No possible confusion because that 3 vord Proctor sometimes does and sometimes does not appear in 4 the title of the 56,000 pound test?
5
,MB. IAEAEIN:
I will object.
Unless you are 6 asking him if it caused him confusion.
7 THE WITNESS:
It is in the title of the standard.
8 3Y ER PATON:
(Resusing) 9 0
The word Proctor?
10 A
Yes.
When I hear 1557, I think of that Froctor 11 test.
12 C
During the courra of construction they used the 13 20,000 pound test.
14 A
Yes.
15 Q
!s it correct that they didn't meet, they failed 16 th at test?
17 ER. ZAHARIN:
Who is they?
18 BY HR. PATON:
(Resuming)
~
19 0
Strike that.
Is it correct that when that te.st 20 was applied during the course of construction that the 21 ma'terial that was tested did not neet that test, or failed
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22 th at test?
23 A
Yes.
i 24 Q
And your reports reflect that?
25 A
Yes.
l
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ALDERSON REPORTING COMPANY. INC.
400 VIRGINIA AVE. S.W., WASHINGTON. D.C. 20024 (202)554-2345
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0 Your reports reflect -- strike that.
Can you 2 approximate the number cf tests that were made?
3 A
Will you state the question again?
4 C
You have stated that the compaction tests using 5 the 20,000 f oot pound tests were failed.
How many times was 6 that test run where the soil did not meet that test?
7 A
The 1557, or Pechtel Modified 7:octor, or standard 8 tests -- they are used to go out and evaluate field tests.
9 The field tests are the ones that fail, not the standard 10 tests.
11 C
How frequently were field tests taken?
12 ME. ZAHARIN Can you narrow it devn a little 13 bit?
Are you talking about the power block area?
14 SY ME. PATONs (Resuming) i 15 0
n the power block area?
I l
16 A
The specification for the power block area in 17 small areas it was one in ten to one in a hundred.
One test 18 per cubic yard of material placed to one test in one hundred 19 eubic yards placed.
20 In large areas we used large compaction
~
21 equi pmen t.
It was one test in every five hundred.
In the 22 power block area, those frequencies were complied with.
23 H3. PATON:
Why don't we break for lunch.
24 (Whereupon, at 12:05 p.m.,
the deposition 25 recessed, to reconvene at 1 00 p.m.)
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ALDERSoN REPORTING COMPANY, INC.
400 VIRGINIA AVE. S.W WASHINGTON. D.C. 20024 (2021554 2345
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( P.e scaing )
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2 Q
Er. F.o rn, did you, in preparation for this 3 deposition, review any of your files?
4 A
No.
5 Q
In your opinion, are you answering my question.s 6 caref ully ?
7 A
Yes.
8 Q
In your opinion, are you answering my questions 9very carefully?
10 ER. ZAHARIN:
Nov vait a minute.
That is an 11 improper line of questioning ?
12 ER. PATON:
Are you instructing him not to answer?
13 ER. 2AEARIN:
Yes.
t 14 ER. PATON:
Okay.
15 BY MR. PATON:
(Hesuming) j i
16 Q
Er. Horn, I want to change the sub ject, 17 generally.
I want to go back now to your employment.with 1
18 the company.
19 I want to review very quickly what you told me 4
20 bef ore, and I want to ask you, when I get through, whethe*
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21 wh at I say is correct.
22 You were employed by Consumers Power as a field f
I i
23 quality assurance engineer for coproximately three years i
I 24 during and af ter November and December 1973.
Is'that i
25 co rrect?
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ALDERSoN REPORTING COMPANY. INC.
400 VHtGINIA AVE. S.W.. WASHINGTON. D.C. 20024 (202) 554-2345
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A Yes.
2 C
So for the years, substantially, 1974,
'75, and 3 '76, you were employed as a field quality assurance engineer?
4 A
Yes.
C 5
C
.And for most of that period of tise you supervised 6 no one ?
7 A
Yes.
That is correct.
8 Q
Did you get a different job after that -- after 9 that three-year period?
10 A
Yes.
11 Q
You don't want to go ahead and tell me what it 12 1 s ?
You just want to tell me yes?
13 A
It was quality assurance group supervisor, after 14 the first part of
'77, I believe it was -- I assumed Acting 15 Civil Group Supervisor.
16 0
Do you know the month that you stopped your 17 employment as a field quality assurance engineer?
18 A
All it was was a change in title, not job.
19 Q
Okay.
When did that happen?
20 A
As close to my recollection, it was the first part 21 of
'77.
22 0
We have had a little confusion on dates.
Can we 23 agree maybe January,1977, approximately?
24 A
Yes, approxisately.
I 25 C
Okay.
January 1977.
Am I correct?
You were l
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ALDERSON REPORTING COMPANY, INC.
400 VIRG6NIA AVE. S.W. WASHINGTON. D.C. 20024 (202) 554-2345 l
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1given a new title?
2 A
Yes.
3 Q
Please tell me again what that titIe was.
4 A
It was Civil Group Supervisor, in parentheses C
5 Acting.
6 0
Did your job change at all in January, 1977 fron 4
7 what it had been for the approximate three-year period?
8 A
~ Yes, 9
Q
- n what way did it change?
10 A
Some of the responsibilities that I had up until 11 that time were given to another gentlemen in the II and TV 12 Group.
13 0
I'm sorry.
II and TV?
14 A
Yes.
2 15 Q
What is that, please?
16 A
Insportion Exasination and Test Verification.
17 Q
You say some of your prior responsibilities were 18 given to someone else.
Is that correct?
19 A
Yes.
20 Q
Just from that statement I would construe that you i
21 had less to do than you did before.
Is that correct?
{
22 A
I.ess responsibility, yes.
l 23 0
You did?
You had less responsibility?
24 A
Yes.
25 Q
Does that strike you as unusual, that after that i
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ALDERSON REPORTING COMPANY. INC.
400 VIRGINIA AVE. $.W.. W4SHINGTON. D.0. 20024 (202) $54-2345
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y 66 1 three years you would have less responsibility?
l 2
A No.
3 Q
can you tell me the reason that you were given 41ess responsibility ?
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5 A
. Our organization changed.
We added more people
~
6 and the II and TV group were the people who were to go out 7 and perform overinspections.
The quality arsurance 8 engineering group that I was in had different 9 responsibilities than the II and TV group had.
10 0
You did not consider it in any way as a deaction i
11 at that time?
12 A
No.
in the three-year period, with 13 C
With respect 14 respect to soils, who on the site did you report to?
15 A
I reported to a quality assurance superintendent.
16 Q
Did he have a name?
17 A
Yes.
18 0
You don't just want to go ahead and tell me his 19 name?
20 MR. ZAHARINa Hold it.
Stop it.
Ask him 21 questions and he vill answer them.
22 YR. PATON:
I will state for the record that the 23 vay we are progressing it may be that it is an option you 24 have to proceed this way.
25 I would merely suggest that it will take an i
\\
ALDERSoN REPORTING COMPANY. INC.
400 VIRGt' iA AVE S.W.. WASHINGTON D.C. 20024 (202) 554 2345 d
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, MIDLAND PLANT UNITS 1 AND 2 CONSUMERS PCWIR COMPANT CCC:lG".* NC)MERS 50-329 AND 50-330 3eport Date:
September 14, 1990
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Settlement U date The infor:sation shown on Attacament 1 is the average ocserved settlement from September 1979 through August 1960 for une buildings shown.
For more detailed information, Figures 1 through 28, wnica include a location plan for settlement mark-ers, are attached. These readings in Figures 1 througn 2b are j
updated for all structures through July 1980.
1 Settlement D'ue to Dewaterine Temporary dewatering to permit future underpinning construction activities was put into operation on August 10, 1980.
This will aid in the oesign of the permanent dewatering system and also will provide data to substantiate predicted settlement due to dewatering. Readings at thirty points are taken twice weekly and at other points weekly if possible.
Readings as of August 31, 1980, show insignificant settlement.
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MIDLAND PROJECT AVERAGE CBSERVED SET"LEMENTS (INCHES)
CF GTRUCTURES i
SEP* EMBER 1979 TO AUGUST 1980 1.
Diesel generator cuilding (0.0625) 2.
Auxiliary cuilding electrical penetration rocas (0.0625) 3.
Feedwater isciation pits (0.080) 4.
Service water structure (0.110) 5.
Service water structure wing wall (0.010) 6.
Diesel fuel oil stcrage.anks (0.010)
'7.
Condensate secrage tank (1.625 during icad test; 0.060 last 90 days)
- E.
Circulating water wing, walls (0.040)
'9.
Ccoling pend dike (3 points:
1.375 - since 6/6/73:
0.010)
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_ :. s . -:.q 2.n.,...__pg.. ..g, .c.w.. we- ..s CPco brhon -BGB (.ced.D e co CAev noclear gewer p onts (.Kewonee-Quan have dihttd e.vidence o%er %an larMr yesalts because. e$ unrechsac sefbent.predicbs based er bb do%. i 7.Temgerar de.wderm neu) 6 ems conchucM with KoViht diFional 5 lewsed daka.ConstderOc fukO(9. ddroIo ht yncre, occordt tri 1rediding Mbed %en COE,-MR.C regoesRd sempung '* tedmg. s.Be.couse sen.moir is a slew process-CPC Las4Ae abiltp o direcM measure sebent donng pladop.mho-3 A compart, wth prtdtcind Nolues.b menetym3 tan prostde a postkVt \\ vert [ichlt resolu7 ton.{.Oc sak SS r" -DC. Posttico on AddiYtonal kn$s - BE.AR CAPActTY
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c.... .t. rte!.rd by iariine at g=. int e and ron. tinuir.:: para!!ci in il.c irkiacfing curve s'g to a p. int alman halfway in pt. The curve ehnutd then in dirte erd haward gu. int f in .urh a m:.nuer as to follow the tha.pe of K. 1 This prurrduie d'.es not riiminaic the bdgn. cut of the ini-:prrirr. Inst it Ic..ds to rea<on:.hle cr.ults. The *rition cnt corre-spond:ng to a gur ar 1stween the prr ent uscrir. drn pre siire and alw garconsolids-
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ter:r.! d (nun the striched iscid r log p rune K iFig. 3.6). If we fail to rere.;nire that the clay is . reloaded and base a wulcnwns computa-t:en c s.:f. the ro:.;. :ird ertilement will be far :cs, rest. The c!.au.:e as. In void ratio raanp::rd for an Int:r.aw ap in pressure is !!ich :o be 4 to 10 sinws as yrcat as the rest c'..nge ar,. g.r.kht! ap is not greater than. bout half of t/ - p..\\s at ap-S. ::..rIrrinucs amaller. ,p % * ;;roac!.est6' -fin car.scetii.n wi !. ge..nical problems, [f gfn Yggj7gg[gy, gg gsff7p,(f /n q / J 4
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[g' d [.!ck prefor.ded. It ahnon ceri.dady is if the water g / conie::t is cinwr to t'.c planise hunt than to the liqaid,!imit..\\!cn over. by peifin ming a ' N7dr.?#$ Nic/"n dgr*/7 consolidation test vr. a urv r.irrfully taken Secend foL /975 ,smpie, on,,an eft,n hiain ihc data,c-si,a to mate me. ;.h.n. is, n,. 3.4 it .sy be noticed that ic ugmaisi projection g, of the straight gutt i f #. ini e.rcts the line r = ri at point A. w'.I.h is !..caird on the cit of point a. 'D:is !. !w p truc of :L nuc.
- ally loaded clay cf indinary,cnsitivity.
On the other hand. in Fig. 3.ti. uhich rere.. s a p r!oaded clay..f i=dinary sensitivity, ' is !vraard on the ri,:ht side of e.1.*nfortu- .a:ely. the inAurnee of dI>turlunce tends, bv d!.;' cing A to 6e Irfs. to denroy the n;de:.. e of prrtuading. llence, if it is prob. . b!c t!.at. clay depreit may be preloaded sad c. aph, are to be ol.t.iinrd for con. . !:dat' n ir.ts, it.c L.,t, pm.ihle technicmes f r s. :.; !!::g.h.=i!d 1 uord..\\n additional twed. e for ime.:!;. ting the siste of pre. f N a l i
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Cen'SOFnecs kANb.d 6 GhC w s '.' t. NCDED-G (24 Mar 30) ist Ind $U3 JECT: Interagency Agreement t'o. NRC-03-79-167 Task No. 1, Midland Plant Units 1 and 2, Subtask No. 1 - Letter Report (INTERIM) DA, North central Division, Corps of Engineers, 536 South Clark Screet, Chicago, Illinois 60605 To: District Engineer, Detroit 1. The subject letter report is returned for revisions. See Inclosure 1, recommended changes. s 2. Inclosure 2 is a suggested format for this report. Y, 701 IH1 DIVISION ENGI3EER: .'tse A' \\_ I / ,. J. .3 2 Ir..1 ZANE M. GOODWIN, P.E. a4 Chief, Engineering Division q >l .t aed n w .r. e
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