ML20090A814
| ML20090A814 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 11/19/1980 |
| From: | Simpson J ARMY, DEPT. OF, CORPS OF ENGINEERS |
| To: | |
| Shared Package | |
| ML17198A223 | List:
|
| References | |
| CON-BOX-12, FOIA-84-96 OL, OM, NUDOCS 8101050505 | |
| Download: ML20090A814 (100) | |
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RESUME OF JAMES W. SIMPSON
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- f. H Summary of Work Experience
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Positione lleid
- 1 DATES PLACES Work Years I i! I i
WORK So'll & Mat.
' Struct.
Civil Engr.
1949-1956 Indiana Resident Engineer Bridge and Highway Const.
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1956-1957 Thailand Highway Location and Construction 6
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4 1958 Creenland g f ' I'd-I Construction and Haterial Engineering 2
1959-1962 Thailand 1
) ' :T' Soils and Haterial Engineering V
1962-1967 Indiana 2
Structural Engineering, Bridge Designer i*
1967-1969 East Africa Solls and Haterial Engineer 5
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r 1969-1971 Chicago Soils and Foundation Engineer 2
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si J:h Mr. Simpson joined the Corps of Ensinaere in 1971.
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1971-1972 Chicago Diet. Soils and Heterial an81paar, CS-11
, s. p 1972-1974 Chicago Dist. Supervisor So11e and Haterial Eng., CS-12 2
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1974-1978 HCh 2
Soils and Haterial Engineer, GS-13 1978-Present MCD 4
Chief, Geotechnical Branch. 08-14 s
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Total 18 5
8 l'i, ',(k Years i
TOTAL: 31 Years Work Experience.
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Positions Held Work Years DATES Pl. ACES WORK Soil & Hat.
Struct.
Civil Enar.
.)p 1949-1956 Indiana Resident Engineer gridge and liighway Const.
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- i 1956-1957 Thailand Highway Location and Construction 2
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-1958 Creenland Construction and Material Engisseering 1
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1959-1962 Thailand Soils and Haterial Engineering 2
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'1962-1967 Indiana Structural Engineering, Bridge Designer 5
1967-1969 East Africa.
Soils and Haterial Engineer 2
1969-1971 Chicago Soils and Foundation Engineer 3
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Mr. Simpson joined the Corps of Engineers in 1971.
1971-1972 Omicago Dist. Soils and Haterial Engineer, GS-11 2
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1972-1974 Chicago Dist. Supervisor Solis and Heterlat Eng., GS-12 2
1974-1978 HCD Solle and Haterial Engineer, C8-13 4
1978-Present NCD Chief, Geotechnical Branch, GS-14 2
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Total 18 5
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Years TOTAL.: 31 Years Work Experience
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i, RESUME OF ENGINEERING EXPERID'CE AI.'D QUCATION i
NAME:
JAMES W. SIMPSON ADDRESS:
951 Cedar Street Deerfisid, Illinois 6001.5 TELd HCNE NOS:
Home:
312/945-5967 Office:
312/353-5734 PERSONAL INTORMATION:
30RN:
11 Feb 1923, in USA DEPENDENTS:
Wife and three children CUCATION:
3.S.C.E. from ?urdue University in 1949 Numerous courses at Universities of Purdue, California and Wisconsin, Corps of Engineer schocis and elsewhere.
SPECIAL SKILLS:
Computer programming cr=4ning and use.
W N T SERVICE:
U.S. Marines, Staff Sergeant REGISTRATION:
Registered Professional Civil Engineer in States of Tad 4== and Illinois.
EMPLOYMENT RECORD:
Date:
1978 - Present Employer:
Corps of Engineers
Title:
Chief of Geotechnical 3 ranch North Central Division Chicago, Illinois Grade:
GS-14 Work
Description:
The Chief of Geotechnical Branch provides general supervision and has responsibility for all soil mechanics, geology and construction asterials of five Districts in,t.'A4aK Detroit. Chicago, Icek Island, Buff alo and St. Paul. These Districts include a ten-state area (sometimes only a portion of states) extending around the Great Lakes from upstate New York to Western North Dakota. He acts
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as a consultant to the Districts on major problems.
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r RESUME Oy JAMES W. SDeSON (Cont.)
1974 - 1978 Dau:
Imployer:
Corps of Engineers
Title:
Civil Engineer North Cancral Division Chicago, Illinois Grade:
GS-13 Work
Description:
Served as staff specialist in soil mechanics and materials, reviewing all work documents, including plans and specifications within the North Central Division. Acted as consultant to Districts in the North Central Division.
Date:
1971 - 1974 Employer:
Corps of Engineers
Title:
Civil Engineer Grade:
GS-11 and GS-12 Work
Description:
Developed designs plus plans and specifications for the Chicago District in the soil mechanics and foundations area. Types of projects included dams, levens, highways, buildings, water front structures, retaining structures, breakwaters, etc.
Date:
1969 - 1971 Employer:
Soil Testing Services Chicago, Illinois
Title:
Soil Machanics Engineer Work
Description:
Worked with this well-known consulting engineering firm on many Chicago building foundations and foundation problems including several high rise buildings in Chicago.
i Date:
1967 - 1969 Employer:
Tippects-Abbott-McCarthy-Stratton (Consulting Firm)
Title:
Soils and Material Engineer Grade:
Supervisor Woik
Description:
In charge of soils and material program.(up to 25 men) with regard to 410 miles of new highway and 67 bridges in East Africa.
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RISM OF JAMES W. SDfPSON (Cont.)
Date:
1962 - 1967 Employer:
Indiana State Highway Commission
Title:
Structural Engineer
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Description:
Designer of bridges and highways.
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1959 - 1962 Employer:
Transportation Consultants Inc. (Consulting Firm)
Title:
Soils and Material Engineer Grade:
Supervisor Work
Description:
In charge of soils and material program for 100 kilometer highway project (including several bridges) in " a41 =d.
Date:
1958 Employer:
Greenland Contractors
Title:
Survey and Material Engineer Work
Description:
In charge of surveying, construction material and control testing.
Date:
1956 - 1957 Employer:
Sverdrup and Parcel Engineering Company (Consulting Firm)
Title:
Location and Survey Engineer Work
Description:
In charge of location and surveying for new highway in Thailand.
Date:
1949 - 1956 Employer:
bd4== State Highway Commission
Title:
Resident Engineer Work
Description:
In charge of construction control of various large bridge and highvey projects.
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Interagency Agreenant No. 3RC-C3-7.-167 with, the NRC.
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.C3JIC37I:
i D e objective of this Interagency A w t is for the CCZ to furnish the service of expert tech =ical personnel to assist the 3RC's Geotechnical Engineering Section in their areas of responsibility in the review and evaluation of foundation problems associated with Midisad Nuclear P1sats l
1.and 2 near Midland, Michigan and the Baiu y Generating Station 3a1117, Indians, near Gary.
SPIC 2IC NA".'CRZ CF WCRE:
ne geotechnical engineering aspects of proposed) nuclear plant facilities to be evaluated generally include the stabi *.tyt and settlement of safety related structures, emergency cooling water reservoirs,.yy
.inent, safety-related structures such as earth ambankments and rock till dams, canals, wei:.2, intake a=d discharge st9.1ctures, and pipelines, under both static and dyna =1e conditions, including the sub.iection of dems, etc., to the Safe Shut-down and Operating Basis Earthquakes. The evaluation typically consists of:
A review of the site investigation program, both field and laboratory, 1.
to assure.that an adequate determination of all subsurface conditions has been achieved including consideration of borrow sources. 21s may i
require recommendations for additional investigations to obtain the required data; I
Ivaluations and recommendations per+=***as to the proposed design criteria; l
2.
A review of the stability and settlement analysis performed by the applicant 3
A and, in many cases, the performance of independent stability analysis.
deterninstion that the applicant has presented adequate bases to support the design parameters used in his analysis; k.
An evaluation of stabilisation techniques proposed by applicant to solve site foundation problems. Se CCE could be asked to provide rectaneendations for stabilization; yield trips by CCE personnel are necessary to inspect the site, to observe 5
sT **g and testing of soil and rock, and to evaluate the adequacy of l
techniques and equipment.
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e WCPI A000FF*T---7 TO CA"I:
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The schedule for ec=pletics of HRC verk is 31 March 1981. As of 30 Sept 1980, ay;;
d-* ely $157,0c0 of an esti=ated ec=;1etien total of $3c0,000 has been e-1 expe=ded. - Suttasks 1 and 2 for both the Midland and Bailly Generating Plants have essentially been ec=;1sted by the Detroit District.
Wc au.
2:vo.ves revieving all plant doc==ents and preparing letter repcrts ide:tifying '.:= resolved feu=:iatics issues plus preparing recc=endatices en
. 2.,
futu.re courses of action.
Subtask 2 ce=sists primeipally of preparing a draft " Safety Evaluation report"
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vhich evalustes the applicast's foundation design and ccustruction. Eere again, u= resolved issues are identified and solutions reccmmended.
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Detroit District and 3CD perse=e1 are currently involved with deposittens being takes with regard to a Idee: sing 3 card's criar of 6 December 1979 that modified the Midland Pla constructics per=it. These depositicus were i=itiated by the ev:er (Cc:su=ers ?cver Cc=;a=7) who is appeali g per=it =edifica 1ers.
l Additic:a1 verk assigned by CCI in Septa =ber 1980 vill require Cor;s perso==e1 to supe-Mse pile driving verk at the Bailly Indiana plant. At this time, it a;; ears that Chicago District vill provide this service, furnishing necessary
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reports to the Oetroit District Gectech=ical Design Team.
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DISCCSSION OF TEZ APPLICANT'S POSITION CN TEZ NEID FOR ACDITIONAL ECRINGS FOR FO LAND PLANT UNITS 1 AND 2 CONSUM N PCWZR COMPANY l
CC g Ncy.3ERS 50-329 AND 50-330 y
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,c r.o aann,<:a ce cema umam sumact Ceotechnical Engineering Assistanc,e to NRC - Trip i
.l NCEED-T vanore m VRC Off9 e. Be^e vn. wo aars i Eeb 80 cast t ress Kuoinski 151RC Fila KUBINSKI/vv/66786 3j Firs t, to attend an 1.
PURPOSE: The purpose of the trip was of twofold nature:
orientational and organizational meeting with NRC staff in wh vould jointly present responses to questions previously asked by NRC staff.
would be present;
,,i Three meetings took place on the 15th and 16th of January and 2.
DATE AND PLACE:
- 'l are described as follows
a.
Meeting 1: Morning of 15 January 1980
.3 late Morning and all af ternoo'n 15 January 1980
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b.
Meeting 2:
s c.
Meeting 3: All day 16 January 1980
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t Ali of these meetings took place at the NRC office in Bethesda, Maryland.
The following are significant details of the respective 1
3.
SIGNIyICANT ELEMENTS:
j meetings:
This meeting was an organizational / orientation meeting between i
a.
Meeting 1.
As a result of this me,eting it was made apparent j
that NCE did not have in-house espabilities to meet requirements in the agreement l
Some solutions to the staff problem were discussed as well between NRC and COE.
as GCE making an attempt to decoraine availability of WES personnel to assist.on a i
full time basis.
This meeting was of a more technical nature with respect to b.
Meeting 2.
how NRC projact manager, Darl Hood, would conduct the meeting with Corsumers P Specific items vers discussed, and NRC support I
w and Bechtel on the following day.
i
'J)staffwasinattendance.
This meeting was basically a presentation by Consumers Power c.
Meeting 3.
l and Bechtel staff concerning the soil deficiency problems and related structural Either solutions or proposed methods of obtaining
.a problens at the Midland Plant. solutions to the questions were presented to OCE and NCD Q
3' sat in together with NCE staff for this meeting.
4.
PERSONS PARTICIPATINC: Persons participating in the respective anecings are l
=t e
.i as follows:
Lyman Heller (NRC), Joe Kane (NRC), Bob Jackson (NRC), Rixby Meetins 1.
Hardy (OCE), Jim Simpson (NCD), John Norton (NCD), Bill Lawbead (NCE), and
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1 Feb 80 NCT.ED-T Geotechnical Engineering Assistance to NRC - Trip Report to NRC Office, f
SUBJEC:':
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Bethesda, MD b.
Meeting 2.
The same participants attended the second anecing as well as In additien to these individuals Dave Lynch (NRC) and Darl Hood (NRC).
representatives from NRC's hydrology, structural and mechanical branches were in j
j actandance.
1 The same particiliants as in Meeting I were in attendance at Meeting 3, as well as representatives of NRC's hydraulic, structural, and anchanical staffs.
c.
Darl Hood chaired the meeting, and Consumers Power and Bechtel staffs were in Please refer to notes and handouts taken at the meeting for a list of attendance.
of all individuals present.
5.
The fonoving is a discussion of items covered in each of the meetings attended:
.a.
Meeting 1.
The fo nowing is a list of items discussed in that meeting:
c).
The meeting began with introduction of all people present and a W
(1) description of how they were involved in the project.
And (2) First discussions were held concerning how to handle the review.
it was agreed that a schedule was definitely needed to be established for all concerned.
(3) It was finally clarified by I.ynan Haller that the Corps of Engineers I
would take a major portion of the geotechnical review and not just assist NRC in In this case we are reviewing remedial actions at two nuclear facilities review.
under construction which implies that it is much more than a normal review of a More anapover is involved and it is more difficult i
i routine construction sequence.
j to managed.
i It was decided that the nature of this west was more the nature of t
(4) l
-. Division level review by Corps of Enginc.ers standards.
k Our review of remedial actions and remedial measures at both (5) i facilities Gi u not stop with the paper review. Routina inspections, implementation of monitoring procedures, and verification of implementation of i
In the case of the i
remedial actions taken by the power company are required.
In this case, Bailly Plant our review will consist of a preconstruction review.
N175Co is awaiting NRC comments and review of proposed remedial measures Is the case of Midland, I
j concerning shortpile foundations for the reactor towers. Procedures that are or will be implemented the review is in costruction review.
i by Consumers Power or their contractor Bechtsl.
is It is iwerative that we identify concerns and state clearly what f
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(6)
It is established that written roguest for specific needed with respect to these.
are necessary to NRC. These requests can be verbal fouoved by the proper written j
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1 Feb 80
^
NCIED-T Geotechnical Engineering Assistance to NRC - Trip Report to NRC Office,
SUBJECT:
Bethesda, MD The discussion concerning mechanism of correspondence between COE i
I correspondence.
The Chief of Engineering Division NCE will sign the and NRC is as follows:
corresp'ondence and written to Bob Jackson, with a copy furnished to Jim Simpson at l
NCD.
. Discussions were now held concerning manpower and ability to perform (7)
Lyman Heller has stated that he has already gone to WES in the past, the task.
The they are unable to act as profact annagers, totalling failure with the site.
use of consultants for performing tasks was established as being acceptable to Prior to this tian it uns not, at least according to their project annager NRC.
The nature of this consulting work must be such that it does not exceed Joe Eana.
monitoring limits which could be constraints under tenus of the current open-end Otherwise, it any take as long as six months to obtain such l
A/I contract.A question was also raised, if NCZ can work with WES if they assign services.
It petmanent spaces to the project, would the individuals reasin in Vicksburs?
hvasdecidedthatthiswasnotarealisticapproachtohandlingthelargevolumeof correspondence and transmittals.
(8) 'As a conclusion to this first meeting, it was decided that there are a number of choices available to perform the mission as it esist.
i 1.
Detroit District perform the entire mission alone.
Detroit District in conjunction with,WE3 accomplish the tasks.
11.
Detroit District with the aid of private consultants perform the 111.
tasks required.
I 17.
OCZ reassign the project to another Division. This was not a viable solution since Rixby Hardy has already checked into it and the assignment belongs at North Central Division.
(Il This meeting was attended by the same people as attended b.
Meetina 2.
Meeting i v,ith the addition of Darl Hood and support staffs from NRC's, hydrology staff, structural staff, and anchanical engineering staff. The meeting basically consisted of a presentation by Darl Bood and his support functions concerning the This meeting was more or less upcoming 'uneting with Consumers Power and Sechtal.
technical in nature referring to specific questions asked by NRC in the past.
l I
l It was mentioned that there is possibility of conoclidating the l
(1)
License Board Bearing with the Show Caese Esaring.
(2) The attorney for NRC, Billenstead (the spelling of the last name any not be correct) save a presentation concerning upcoming events with' respect to the The order issued by NRC requires CFCo to show that changes and Midland site.
soils activities are adequate and requires them to apply for an amendeant to the This order is not immediately effective. It is Operating 1.icense application.
probable that construction permit amendment should be issued concerning the fixes proposed.
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1 yeh 80 Geotechnical Engineering Assistance to NRC - Trip Report to NRC Office, l
NCEED-T SUMECT:
Bethesda, MD Bob Jackson has indicated that at the time of Operating License (3)
Bearing.the Safety Evaluation Report (SER) is compiere.
l It was also discussed that a draf t version of CPCo's responses to all of the questions and to the show cause order will be presented in the 16 Jatmaar (4) l Lynna Beller indicated that a series of drafts upon draf ts, upon l
drafts of docuasnts are time consuming, non-responsive, and in anneral inefficie 1980 aseting.
t i
l to performing tasks.
Depositions will be used prior to and during the pre-hearing conference with respect to the Licensing Board Hearing and Show Cause Hearin (3) i Consumers Power (Sechtel) has admitted to the placement of random fill but not to j
Mid-March is scheduled for the pre-hearing conference.
j the intent of placing it.Further scheduling will be coordinated with Darl Bood, overall P i
A structural stability of all structures on the fill material is Changes in the foundations medium f
(jdefinitely a function of soils and sediaants.
There is currently some (6) definitely affect structural stability and design. Mechanical stability is also a function of s
)
question as to (3) values.
settleasac.
l Other structural and related iss'ues which will be discussed i (7) i Ja:msary aseting, were adee considered.
The following is an approsiaste schedule of activities associated
.I (8) with the Licensing /Show Cause Hearings:
l Commissioner issues order for hearing late January 1980 30 day response period ends Late Feburary 1980 Pre-hearing conference l
face March 1980 Discovery period April to June 1980 June to July 1980 5 tart hearings i
The following items were discussed at this aseting Meetina 3.
l c.
The following groups of individuals or engineering agencies were in
?
CSS /NRC, HE3/NRC, SE3/NRC, I&E Region 11I/NRC, OCE, NCDED-F, N (1) attendance:
Bechtel, CPCo.
An introduction to the aseting uns ande by Darl Bood, Project Manager T.C. Cooke, CFCo Project Manager, introduced the ag (2)
NRC.
responses to questions 24-33 would be doosassted formally vich the exceptio the meeting.
reopenses to questions 13-26 which vers not yet soapleted.
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NCIID-T T7eb 80 SUBJEd: Geotechnical Engineering Assistance to NRC - Trip Raport to NRC Office, 3ethesda, MD (3) Joe Wanzack described a very detailed soil investigation program Thers which wts performed throughout the field asterials which is in question.
were almost 195 soil borings in the native soil,145 borings and fill, 20 cross hole shear tests, 25 borings or data collection points for devacering, 7 test pits, 2 place load tests, and 11 test pads on fill meter 141 (the exact numbers say not be correct as they were given in a very brief and general type statement prior to his explanation of the program, exact numbers and so forth may be obtained by See the looking at the FSAR and detailed responses to questions, submittals, etc.
handout for a general description on what was discussed by him).
(4)
S. Afifi, Bechtel, discussed responses to questions for'27, 31, 33, and 35. There is a handout in the binder containing s11 handouts for the meeting with Mr. Afifi's. This handout contains significant information concerning settlement, settlement criteria, anticipated future settlement, settlement
- h. structure interaction, consolidation curves, load conditions, settlem aonitoring, safety factors, load tests, proposed remedial actions, strousch parameters of fill nacerial, and loading curves the actual structures.
(3) '3111 Paris indicated what 3echtel's approach to responding to question 24 would be.
There,is a handout in the binder containing information obtained at the meeting with all the pertinent information pertaining to the devataring at the site. The handout contains a flow chart concerning the development of the devotering system wells, and approval of criteria and so forth by NRC. It also contains topograpy and soil profiles of sand and natural clay The locations deposits as well as fill profiles in a type of fill at the surface.
of the wells are shown on the drawing as well as profiles through specific cross sections which show the nature of the fill and native soils. The presentation by Mr. Paris was a thorough presentation and auch information is presented in the handout. Larger scaled drawings are available by requesting them through Joe Kane of NRC. Some questions still to be resolved are concerning alternatives to permanent dowatering. Figures 5, 7, 10, 11, 14, 15, 16, and 17 would' be g:, beneficial in a larger scale. A revised copy of Figure 21 should also be N.- abcained.
(6)
T. Johnson of Bechtel's str tetural engineering staff presented a preliminary discussion concerning responses to questions 14, 25, 30, 32, 34, 25, and 26.
Bechtel has stated that responses to questiqas 25 and 26 have not yet been formulated. There is a handout in the package obtained at the meeting concerning these questions.
(7) Along with presentations by Consumers Powers and 3echtel staff, some inforantion was obtained from NRC. This information is draft format and should not be " released. hro items were obtained they are as follows: First, an Inceria safety Evaluation Report was written by R.1.ipinski of NRC concerning plant fill; Both of these second a preliminary evaluation of 50.54 (f) responses for Midland.
documents are included with the meterial obtained at these meetings.
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NCZED-T l
SUBJECT:
Ceotechnical Engineering Assistance to NRC - Trip Report to NRC Office, Sethesda, MD 6.
This trip was of an infornative nature and conclusions could not be nade concerning many issues at hand. Meetings 1 and :: discussed organizati'on problems concerning COE doing NRC work. OCE representative Rtxby Hardy checked into NCD performing the required task, and as a result NCD retained the assignment as well as NCE. OCE and NCD representatives were enlighted as to the complexity of the work, and a clear understanding seemed to take place between OCE, NCD, and NCE staff concern. Meeting 3 was of a "show and tell* nature presented by consumers Power consultant (Bechtel) con erning responses to outstanding questions already posed by NRC staff. Once chose responses are formulated into a formal format, NCE will be required to review the adequacy of them. If you have any questions concerning this namo, please r2fer them to J. Kubinski NCEED-I (66786).
h4 "
JOSEFE KURINSKI Concurrence:
Lawhead Norton (NCD)*
Simpson (NCD)
Har# (OCE)
Jackson (NRC et al) 6 W
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.,i.Yasets e&#tetect ce cereC& sv.eG6 W.4 C1 Trip Report Regarding the Midland, MI Nuclear NCDED-G Power Plant Including a Tour of the Plant and a Conference on construction Difficulties C"T I Chief, Geotechnical Br.TI 17 Mar 80 F"C"
- TO in,Is SIMPSCN/NORTCN/35733 1.
Puraose: Discussion of Midland Nuclear Plant problems.
2.
Attendees: Representatives ef Consumers Power, NRC, U.S. Navy t.*eapons Canter, Bechtel, consultants for Bechtel and the U.S. Ar=y Cotys of Engineers.
3.
Date: 27 and 23 yeh 1980.
4 Cemments on remedial work:
(a) Diesel Generating Building.
i l
1.
Correlating data should be presented concerning sectiement of this building. The information from the preload appears correct. Nevertheless, it is suggested thr.t additional borings, a min 4== of one per building corner be nade and a conventional settlement analysis performed. Sampling
)
in borings should be continuous and extend to glacial till. Soil tests i
should ba as f allows:
Classification Consolidation Density (5?T for sands) 2.
Density tests should be of such quality that they can be used in the seismic analysis.
3.
The future drop in ground water levels and diesel plus seismic vibration should he considerea in the analysis.
4.
The differential settlement between building corners and the building frame as well as underground utilities and the frame should be cowputed and com p ted with preload numbers.
5.
Study the influence of the mud mats on consolidation values.
I i
- 6. ' The gsp between mud mats and footings should be grouted.
7.
==
Conclusion:==
If consolidation numbers are in general agreement it would appear that the preload fix for this building is adequate.
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NCDED-G SU3 JECT: Trip Raport Regarding the Midland, MI Nuclear Power Plant Including a Tour of the Plant and a Conference on Construction J
Difficulties (b) 1.
Duct Banks. This Category I structure has apparently been subjected to overload possibly with some eccentricity. Therefore, it could be a good idea to excavate around one of these structures and inspect it to ensure servicibility under all conditions before acceptance.
2.
Service Water Value Pits and Conduits. Stresses induced in the conduits and vain pit structures should be carefully analyred in areas affected by loadings of the diesel generator building and surcharge.
Uneven stress distribution and set.lement could generate large combined monent-cens11e-torsional stresses.
~
(c) Service water structures.
1.
If consolidation is not complete scue different122 ree.lement could occur between the pile supported sector and the remainder of the i
building. Study this possible probles. A large fraction of the fill is clay. Drainage paths for pore pressure dissipation vill be cut off abcve, and on one side by the building slabs. Consolidation vill be slov.
This nay cause a 3:sdual shift of Icading from the soil support to the piling for an extended period if cantilever action through the structure t'
frame can't carry it.
2.
The pile suppotr plan appears satisfactory providing the
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(d) Auxiliary Building.
1.
Supporting the two electrical penetration areas on jacked caissons and the control tower footing appears feasible providing the structural frame and the control tower footing (also on fill) can handle it.
Check the control tower footing for sufficient bearing capacity and compute probable settlement. Monitor sectionent of all elements.
l 2.
The underpinning plan of the feedvater isolation value pits looks satisfactory.
(e) Scrated Water Tanks. Taka continuous borings es close to cracks as possible. Compute bearing capacity and settlement.- Plot plate bearing tests on log-log scales; try to determine yield point of foundation.
l (f) Devetering.
1.
Upon reaching s steady state in devatoring.run a geophysical sutvey to confirm the position of the vetertable and to ensure that no perched watertables exist.
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NCDD-G SU3JICT: Trip Report Regarding the Midland, MI Nuclear Power Plant Including a Tour of the Plant and a Conference on. Construction Difficulties 2.
Run piazometer readings to a central control board and I
require once i day readings, f
3.
WES should confirm that the proposed dravdevn depth and soil density is adequate to prevent liquification.
(g) Seismic.
1.
The seismic stability of all fix-up measures should be 1
in estigated by WES.
2.
The District should immediately check with WE3 to see if all borings and tests have been nade that are necessary for the seismic analysis. It was noted that no steady-state determinations of in-situ sands were mentiened in the conference.
(h) Cracks. Details of sealing cracks should be presented.
u *. *.
WN
[
- Ch JAMES W. SIMPSON JOHN 7. NORTON, JR.
)
Chief, NCDC-G Soil Mechanics Engineer
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27 May 1980 Mr. Otto, I am sending completed analyses of Scrated Water Tar.ks Soil Structure Also Interactica Analyses, and Underpinning of Auxiliary Building.
included is typed sheets of previous analyses of Devataring System, Diesel Generator Building, and Service Water Structure.
y A more comprehensive analysis of the undarpinning of the aux 11'iary building was attampted but contractor's proposal is not sufficiently Interim Report S states that this undarpinning detailed to date.
- Lhe chaptar on shall be addressed in subsequent reports. A copy C underpinning froc youndation Engineering Handbook is included.
If I enjoyed this assignment and working with you and your staff.
you need any assistanca piense don't hesiteta to call..
Thank You.
WILLIS WAIJt~c.A 1
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.f DEATr.?.15G-QG3TIONS 1.
1.fquefaction should be expected to occur as the backfil2 sands become saturated. Saturstion of backfill sands would appear to begin when the preundwater table rises above the top of the natural sands, j
elevacion g Tigure 24-8, bering log DG-16). Present design
'l criteria or data which sttpports elevation 610 as maximum groundwater
~
level.
2.
Design of the permanent devataring syste is based upon two major findings: (1) The granular backfill caterials are in hydraulic con-nection with an underlying discontinuous body,of natural sand, and (2) Seepage fron the cooling pond is re'stricted to the intake and pu=p structure area. Soil profiles (Tipure 24-2), pumping test time-drawdown graphs (Figure 24-14), and plotted cones of influence (71gure 24-15) indicate that south of the diesel generator building the plant fill material adjacent to the cooling pond is not an effective barrier to the inflow of cooling pond water. Reevaluate the petneability of, this material and the ef fect.on th'e per:nanent dewatering systa=.
Include data, especially the recovery data from PD-3 and co= place data from PD-5, for review.
t 3.
Durin; cooling pond' filling the differencial hydraulic head affecsing i
,[-
the groundwater level was less than 6 feet, and somewhat obscuIet.b.y re pressure increase and subsequent ' dissipation caused by the sur-e,p '
(
char m.cading. The rate of water level rise should be a:cpected to be
'b' considerably less than 90 days. Amor,e p,eptinent analysis might involve,,,
utiliting the recovery data from the appropriate pu=p tests.. A new an_a1zsis. is.particularly warranted in view of,,the.abcve questions.
o include all,, design criteria, data, and calculations which support final
_ answer.
The interceptor wells have been positioned along the northern side 4.
of the intaka and pump structures. The calculations estimating the toc a j
groundwater inflov vithin the response indicate the structures serve as a positive cutoff. However, the isopachs of the sand (!igures 24-9)
]
and 24-10) indicate 5 to 10 feet of remaining natural sands below these The' soils profile (Timure 24-2) neither agrees nor disagrees structures.
with the isopachs. The calculations for total flow, which assumed h.
positive cutoff, reducec the length of the line source of inflow by 2/3.
The calculations for the spacing
- t. por.itioning of 'the wells assumed
[
this reduced total flow is sprFad ions the entire length of the stfuctures. Clarify the a"R, ec,
- seepage below the structures, present supporting data and calcu.lat 4
,L reposition wells accordingly. Include
- in the. supporting data the.asus.a g avdown elevation of the line source, 1
of inflow (slot elevation)..che head increase beyond the interceptor wells, and establish an operating water level within the interceptor wells.
j'
, 5.
The f11ter pack design should be based upon the size of the well
+
screen openings and on the gradation curve of the aquifer. Present the q':
gradation curve limits' of the designed filter pack vish sufficient i
l gradation curves of the insitu material and.with the design screen
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openinp. Also include a proposed method of sampling and testing at the individual well loestions which vill ve-ify the filtor ' pack design.
l The installation of an observation voll within the filter pack could greatly reduce the effectiveness of the filter pack thereby inducing piping of the sil and fine sands. Reevaluate the proposed well mon-itoring syrte= ss well as the activstion systc=.
Turbulence created by
- an S to 10 ap= sub=ersible pu=p vichin a 6-inch dia=eter well should not be bothersoceduring direct menitorin;; of the well. A sediment content monitorin; procram should be conducted, but the filter pack design and installation criteria should be zero sediment content in the dischstge water.
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~'~~Y 24 a.
Maximum Greunde. iter Level. Maximum} rounds.1terlevelwasestablished
.j at elevr, tion 610.:hich ap; cars to correspend to the top of the backfill sands beloe the diesel generator building. The top of the natural i
i sands appears to be at elevation 605.
1 Basic of Analvtical Model.
1.
The source of recharge of the backfill sands does not appear to b'e limited to the area of the service water pu=p structure and circulatinc.
The cone of influence water intake structure as stated in the response.
for Well PD-3C (Tigure 24-15) indicates a recharge boundary on the south side of the cone, adjacent to the. cooling pond. This recharge boundary is verified by the cone of infit.ence of PD-20.
The drawfovn of pump well PD-20 as measured in observation vell PD-3 indicates steady dravdown and neither a barrier nor re' charge boundary (yigure 24-15).
7 2.
Direct co=parisons between groundwater levels and cooling pond 4
filling may be obscured by pore pressure increases, and subsequent dis-
/. small differential sipation, as a result of the surchage, loading.
hydraulic head existed between the cooling pond surface and the ground-
~
In the eve =t of a alfunction water level during cooling pond filling.
of the per=anent devatoring system during plant operation, the differential hydraulic head would be about 31 feet (elevation 627 einus elevation 595),
and the race of water level rise to the maximum groundwater level would be considerably quicker than 90 days..
3.
The seepage flovpath is through the natural sand with hydraulic
~
connection to the backfill sand.
Calibration of Assarent Per:embiliev.
The response analysis to determine perceability may have been obscured by the effects of the surcharge loading. A more appropriate analysis would involve the transmissivity of the seepage flovpath as determined i
e i
from the pump tests. The transmissivity as determined by Jacob's Modified Method is about 1650 spd/f t which, for a 20-foot average flow depth, translate to a coefficient of permeability of about 11 feet / day.
1 Rate of k'ater Level Rise.
Equation 2 (page 24-3) yields over 90 days before the groundwater 4,
level rises to the maximum groundwater level, elevation 610. This time.
90 days, is based on unsupported data and/or design criteria.
'~
l Shear Wave velociev.*
The equation relating shear wave velocity to void ratio and average l
effective confining pressure (page 2h!, is printed incorrectly. The
- 1 correct equation is V, = (159-53.5e) g, ' +
(10t-Melh[1 1:
i:
)
)
j
=\\
j j l
1i i
M
.. +
.., w.e gge egygm o.,, pyeygg e --
4
- h..,.ee.+
=
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.' ' *". ~
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Ne r. " -
,,[ -.x
.N - Q ) Q7,..[ 3 --
yi.
},
c+ a # '
,,r, 4
Permanent Dewaterint (?D) Series Pumpine Tes.n.
PD-20 Pumpint Test.
i During punp test, observation well PD-3, 210 f eet from pump PD-3 well and adjacent to cooling pond, indiented steady drawdown.
did not indicate a recharge boundary, cooling pond, nor did PD-3 indicate a barrier boundary, inper=eable soils. Recovery data from PD-3 and complete data fro = PD-5 should be included for review.
PD-15A Puenint Test.
Observation well 0-1 indicates a significant barrier boundary north of the pump vell.
Permanent Dewaterine'Svstem.
Design of the per=anent dewatering system is based on two (1) The granular backfill caterials are in hydraulic major findings:
connection with an underlying discontinuous body of natural sand, and (2) seepage from the cooling pond is restricted to the intake and pump The back-up data as presented supporting finding (2),
structure area.
is not sufficiently detailed to review this finding'.
Intercester '*all Design.
The design presentation places the interceptor wells along the landward side of the intake and pump structures. Calculations to esti-mate the total flow to the interceptor wells reduced the flow 2/3 because of these structu'res. The isopachs of the sands (rigures 24-9
(
and 24-10) indicate 5 to 10 f eet of remaining natural sands below these
- structures. The corss-section soils profile throu$h these structures does not agree with the isopach. The soils data included within the response is not adequate enough to support or refute the existance of a significant seepage path below the structures. If the structures serve as a significatn cutoff, shouldn't the wells be moved southwes:
t to intercept seepage through the natural sand deposits indicated on t
the cross-section? If the length of the slot is indeed reduced by 2/3, j-the 20-foot spacing of the wells may result in a major head increase downstream of the wells or may result in overloading the espacity of thh wells.
Ares Wells.
The time required for 22 area wells to remove the estimated quantity of water is 139 days.
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Well Design - as presented.
^TT-Q, Gravity Flev TM 5-818-5 Devatcring and Groundwater. Control
/ 2 s
Q = RX (H -h ~)
IV-3 p.123 o
2L
~
Where: X = 400 ft = slot leng:h L = 150 ft = distance from source K = 31 ft/ day = max perneability H = 47 ft =. pend elevation (27 - base elev 580 h
r* educe Q by 1/3 for conc. structures " "~= 15 ft = op
~
Q=
31 fe/dav 400 fe (47 -15')fe2 day 7.j8 gal /
2 (150 f t) 3 1440 min fe Q
141 3pm
=
total flow use 150,gpm Spacinct assume 20 wells 150/20 2
2 3
31 ft/dav a (47'-15 )ft 7.48 gal /ft
=
2 (150) 3
- 21.1 ft./
a =
i i
e Head Increase D/S of ve11s n ih, = ou in a where 0,v = 7.5 3;m Tk
& n r, k = 31 f t/ day,,
,,(
a = 21 ft
~,
Eq. IV-84, p149 J,
v = 0.25 ft
~ ~ '
2 4
ah 7.5 gal / min 1440 min / day ~
in 21"fe
= 38.4
=
31 ft/ day 7.48 gal /ft3 0.25 ft ah 6.2 ft ah = 7.0 f.*
=
o n====
m -.-
~.
g'ased on this analysis the groundwater level downstream of the well at elevation 601.2.
in Equation IV-3 is reduced to 9 feet, and the slot elevation becomes.
Q = 159 3pra spacing, well size, number of wells remain unchanged.
i The significant wells must be 6.0t ' feet below the operating level or elevation $
The above analysis assumes Q0"A' is uniformly distributed along the 400 ft 81***
I' h is assumed to be distributed al'ong 1/3 of the slot
~
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a
- ""--Ma
_.. ~._
u
_ ; ;. q,
, x...,,. m._g-p.g
.,y...
. R yw;x.:6 a :. ; W -- + -
,,g,, y
.g
~
..u y.
1 (intake structures act as positive cutoff) the revisions are:
HEAD IyC'. EASE DC'r.75 TREX!,
h, Flow AT WEi,1. Q,
~.
x = 135 ft 0,= 22.5 sps a = 20 ft h = 9 ft o
a = 20 ft r,= 0.5 Q = 22.5 sp:
h, = 0.1 ft a
Q pump capacity Area Well Design - as presented Total Volu=e = 2.2 x 10 gal
~
Pumpine time = 2.2 x 10 esi
- dav
= 139 days 22 vells 5 gal / min 22 wells 1440 min
~
2 additional wells for surface infiltration and pipe leakage.
24 velis total.
Other alternatives to ti=crs and float devices to acitivate the
'4 c pumps:
1.
Self-cooling pumps with cooling systems similar to vacuum well poist pumps.
- 2., Discharge valves at each pump to tune the discharge flow of the I
pump to the inflow of the well.
Turbulence The pump well might be sonitored within the well riser created by a 8-10 spa submersible pump in a 6-inch diameter well should This'could elisinate.the not be bothersese during monitoring of the well.
small diameter observation well to be placed within the f(Iter pack to Elimination of this j
monitor the general condition of the pump well.
incrusion and related distrubance of the filter pack vill reduce the potential of failure of the well filter.
l 24 d:
The filter pack design should be based on the size of the well screen Tilter material with openings, and on the gradation curve of the souffer.
a uniformity coefficient less chan 2.5 (C, = D60 10) may not e graded sufficiently to restrict movement of souifer fines without causing major-The filter pack should be designed as out-head loss within the filter.
1 lined 'in TM 5-818-5 Dewaterine and croundwater Control for Deep !xcavations_.
i The asximum sand content of the dischaise water is set at 20 parts per I
I At 'a constant pumping rate of 5 sps and an average sand content sillion.
of 20 ppe? one cubic yard of sand would be discharged 1n less than 4 years.
Design criteria which established the sand content and total sand removed b,
^
should be referenced.
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. m a... n,,, c _,,,,. _,.
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.g.
-,y l *g i
tl. e Retaining Walls as regardin; Dewataring Systc=
Devataring systa= design does not rely on integrity of tetaining The intake and walls - retaining walls not considered in analysis.
pump structures were considered in analysis.
f I
24 f. While the devatarina, systa= should have no effect on the Tittabawassee river (barrier boundaries were indicated by cbservation well Q-1), the overall effedt of the euroff and slurry trench walls have not been evaluated.
The reduction in recharge free the groundwater syste= to the river =ay The have some effect upon the quantity and quality of river channel flow.
analysis should include loss of water through cooling use and at the The initial con'dition of the groundwater level would be cooling pond.
without the effect of the cooling pond which would be a lower elevation.
24 g The adequacy of the proposed permanent devacering syste= in main-caining the groundvatar level beneath, the plant site below an established limit so that granular backfill materials are not subjected to liquefaction 4
during the SSE has not been demonstrated.
i The following design assumptions are not verified by supporting data:
1.
I.ocation of seenate oath., The data presented does not support the location of the seepage path, ce, more accurately, does not support b
the location of the interceptor wells.. Reducing the length of the slot 4
2/3 is ius.rJ.f.ied. forJalMa.gfog pf., total flow if_the in_take.structge..
by j
3.fjectlytiv_ restricts seepage down to, the base,of the, natural sand.. For positioning of the interceptor wells, a more detailed analysis should be attempted. The response analysis cond accompanying data indicate the
, major seepage flow would be concentrated southwest of the intake structure,-
and a spacing of 20 feet between wells would not be adequate to intercept the flow and maintain minimum head rise bevond the wells. Reiterating, the interceptor wells have not been positioned in relation to the assumad Furthermore, analysis of groundwater movements indicate seepage path.
some degree of permeability within the backfill and till sacerial along the nort!. bank of the cooling pond (cross-section A-A, Tigures 24-1 and 24 'l).
I i
Groundwater movement throught this area may require additional intercaptor and reserve wells.
2.
Filter pack design. Satisfactory design criteria for filter 4
patk was not ref erenced which would insure compliance with state-of-the-The design and subsequent installation of the filter pack art guidelines.
f must prevent removal of fine sand and sile from the insitu materials and i
ultimately prevent pipes developing to the cooling pond.
3.
_ Race of vcef-level rise. The rate of water level rise should b l
re-evaluated using more pertinent data., Recovery data from the pump tests might be sufficient.
i 4,
Area wells. The area wells require 139 days for dewatering, which may present problema during d-watering af ter a shut down.
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Service Wat' r Structure - Pile Support - Questiuns.
e
=
1.
A prelir inarf review of the proposed pile support system for the north wall of the service water structure indicates the system is i
inadequate to support the required loading. The limited information available for review analysis was feund primarily in MCAR 21 Interi :
Report 6.
A detailed pile design based upon available soils data should be developed in order to more effectively evaluate the proposed pile suppert system prier to load testing of a test pile.
~
Service Water Structure - pile Support The north wall of the service water structure is 4
1.
proposed loadine.
l planned to be supported by piles to glacial till because of the inadequate compaction of the backfill material. The total load to be supported by the piles is about 1663 tons, or 100 tons per pile for 16 piles. The piles vould be predrilled through the backfill material, then driven into the i
glacial till.
2.
Allowable loading. Vergical displacements of the predrilled pile would be small and therefere no shearing forces would be mobilized along the shaft through the backfill material. Continued settle =ent of backfill should be greater than settlement or defor=ation of the pile, and downdrag (negative skin friction) could develop along the pile shaft increasing the '
l load on the pile. Downdras could balance any skin friction developed by driving the pile into the glacial till. If no accumulative side resistance along the sha'ft develops, the proper design would be a point i*.
bearing pile (pier). The presumptive besting value for glacial till from regional building codes is not greater than 10 tsf.
4 1
3.
Proposed desten. The piles are to be designed and installed as outlined in ACI 543. A load test of a tes: pile is to be conducted follweing the guidelines of ASOi D 1143. No design has been submitted s
t to date.
4.
Indicated desten. The detail drawiny on Figure 83 (61) indicates a proposed pile would be one foot diameter, which provides a. cross sectional f
i area of about 0.8 square foot. With the proposed loading of 100 tons per l
l 4
pile, the contact stress at t.he bottom of the pile becomes 125 tsf.
punching failure probable under this stress.
j l
I A preliminary design of a support structure, whether piles.
5.'
Design.
piers, or other devices, is warranted to determine the feasibility of j
conducting a load est of a test pile or, to determine the feasibility of 1.
3 l
e pile system altogether. The information concerning the proposed piles L
as given or implied in the various reports indicate that these piles would not be adequate to support the structure. The purpose of a pile load test is to refine a design not initiate it.
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6.
Indicated Design Evalun' tion._
pier (prodrilled pile) is given by:
0
=C WN A + er C A N
e t s
= undrained strength of soil below base = 4csf Where: C (S = 8 ksf fron Figure 2.5-33)
W = coefficient for fissures = 1 (no fissures)
N" = bearing espacity factor = 9 (desp foundation
- 8AI"#'I 2
2 A = area of tip = 1/4 n D = 0.7'9 ft t
- o. = correction factor for difference between adhesion and undrained shear = 0.6
~
C, = undrained adhesion along shaf t = 3 es!
2 r DL = 22 ft A* = periphical area of shaf t =
C, A, Q, = C W N, A
+
g 2
2 + (0.6) 3 tons. 22 ft Q" = 4 tons (1) (9) 0.79 ft 2
2 it ft-
,Q,= 68.04 tons The allevabic load of an individual pier is given by:
Q = Q,/r.S g
Where F.S. = Tactor of Safety 7 2 Q <. 3 t ns without downdrag r
A 4"
With downdrag:
Downdrag =
C A s s i
Where
= correction factor = 0.6
~
~
C, = 0.3 est (backfill material) 2 A, = n DL = s (1)(43) = 43 ft 2
Downdrag = (0.6) 0.3 tsf (43 f t ) = 24.32 cons then, Q, = 68.04 - 24.32 = 43.72 w 44 tons 22 cons per pile Q
=
A G
'e y
.e,
R Q
- " f..* *p.;;;,
&% A
- F :-
s..
K-l.'$.f 5 T*
.a =
.a
=
This r.stbe=stical anslysis is very scnerntf:ed and is intended only as preliminary review of proposed piles. The values for so=e of the soils parameters were estimated based upon scils type and the results of tests on similar material. This analysis points out that the proposed piles as indicated within the various reports would not be adequate without majer medifications, and these modifications should be adopted prior to any load test.
7.
Conclusiens. Infor=ation pertaining to soils properties and to the proposed pile system was insufficient for detailed review. Research and analysis of implied and generalized data indicates inadequacies within The feasibility of using the i=pIfed. pile system to
/
the proposal.
the northvall of the service water structure is questionable, support based on the infor=ation previded. If larger predrilled piles (piers) the are used the connection at the vall r.ay not be adequate to resist larger mcments which would develop as a result of the increased eccen-
~
tricity.
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l Diesc1 Cenertor Buf1 ding - Settleme.t'- Questions i
1.
The residual settlement of the upper rand layer was not considered l
in the future settlement predictions presented within the response.
Calculations during review indicate about 1/2 inch of aettlement of the upper sand zone vill eccur during the life of the project. Present an evaluation of this settlement with accompanying calculations and
?
appropriate soils data.
2.
The settlement patterns, or differential settlement, of the diesel -
generator building indicate a direct correlation with soils types and properties within the backfill material. Comprehensive boring logs are required to review the settlement (dif ferential settlement).
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=-
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,;,2 NY.
t (Consolidstion) Analysis of Diesel Canurator Duilding Settlument
"~
Summarv I
This snalysis was for settlement marker DC-3 which indicated the greatest settlecent due to the building load.
~he settle:ent analysis is prinarily An ic=ediate
-concerned with the residual, or time-related, settle =ent.
settlement analysis would be academic and not pertinent to a prediction as the =ajority of the buildin; load is in-placa.
of future setele-ent, Cocsequently this analysis deter =incs the adequacy of the surcharge pro-gram and estimates the remaining settlement.
Adecuacy of Surcharece Leadin;.
The 20 f eet of sand ( ; = 110 pef) produced a surcharge loading of 2200 As shavn by calculations psf over the diesel generator building.(sheets 2-5) the load would h
~
42 days to achieve the necessary degree of consolidation for the final Therefore no additional consolidation is expected as a result The Analvsis assumed _a, rigid. est foundatier f et, l'oading.
of the final loading.
of,
, evaluating t,he stressas wichta the clay layer and is acequate becausa, the depth of the, clay
_= mediate settlement of elav laver.An immeidate settle =ent of the clay I
The clay layer was assumed to be 100%
consolidation by the surcharse.
saturated; the cooling pond level was at about the top of the clay layer (elev._632)Setorefillinsbegan.
3 I
l Secondarv Comoression.
= 1.25 for DC-3, is com-
]
The coefficient of secondary compression, C parable with clays of lov to medium secondary compressibility and therefore is adequate to evaluate the settlement due to secondary compression.
Consolidation of Clav Laver, The simplified consolidation analysis of the clay layer indicates that measured settlements are within the range of calculated settlement for the o
This consolidation analysis indicates that future surcharge loading.
sectisments of the clay layer would be due to secondary compression and not to additional consolidation of the clay.
Aesidual settlement of the sand laver.
The time-related settlement of the upper sand layer would be about 1/2
(/
inch over the life of the project. This type of settlement in sand is This is the only settle-comparable to secondary compression within clay.
ment not previous computed, and does not appear in the response.
Dif f erential Sectiement.
The major influence upon settlement for any location within the diesel generator building is the properties and depth of the differe sont settlement during surcharge loading because the clay stratus was thick-that location.
In order to suf ficiently review the est (26 feet) at this location.
settlement data, comprehensive boring loss are required.
9 4
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v setelveent Ma-ker DC-3
~
i Boring DC-1 (DC-7 nearby is si=ilar) i r
T.n....e.
ts.
1.,.1.
g
.Il Q2
.hn.d ra.
! nag)..
sc
.,. s., n a
- 4ter tatis before _,
. elf.Il dewstarin-Water tab *e befers,
II {.2.2, k
l pod rise du.-ing surcharge leading i
- t le e
3 l
h i
=
Kidpoint of clay Il 611.:
I.
m 4
=
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t n 46 I
4 i
Bottom of backfill n
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l Leadin from tabic 2.5-14 Buildint Leads Dead & Live load = 4500 psf senerater bid 1500 ps! generator bids or 3000 psf averate (cable 4-1A)
This assuces a mat foundation', which for settlement analysis of clay layer is a proper design assumption. Pressure bulbs of
' individual footings would. affect clay layer at this depth similar to raft foundation. (Xct true for shallow or very deep layers)
Surcharee 20 feet of sand ( ( =110 pef) = 2200 psf Increase in effeettve eressure as a result et devatoring
'/y,,,, (existing v.t. - midpoint of clay layer) 62.4 pet (627-614) = 811.2 psf 0
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Determination of vertical stress at DC-3 by Boussinesq. ethod Y
From building. load, g,= 2.2 ksi (bids not 100*: complete do not use 3.0 ksf) n=h =3.3 I,= 0.24 7 = 0.53 ksi.
I m=
= 7.0 Trom surcharge. = 2.2 ksf f
20 20
= 1.0 o
20 = 1.0 Ig = 0.175 (c = 0.38 i
(1) m = 20 i
20 n.160 = 8.0 r4 = 0.20 C - 0.44 I
(2) m = g = 1. 0 n
f = 0.25 (s = 0.55 (3) m=h=4.25 n=
= 8.0
~
t (4) m = g = 1. 0 p = g = 4.25 Ar = 0.20 fa = 0.44 20 85 Total = 1.81 ksf f.
Total load during surcharge = 4.4 ksf h
i, Total vertical stress at. clay layer during surcharge = 2.34 ksf 0.53 ksf-(bids) + 1.81 kst (surcharge) = 2.34 ksf ii
+
r i
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.-m r,
e
- ~
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'"pp ;% & :.JH avvg-
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Additions 1 vertical stren due to desccering (infinite aresi extent)
I 811.2 psf = 0.51 kst over total area.
1 fron cperational bids inad
= 3.0 ks!
1,
= 0.24 C; =.0.72 k !
Totsi vertical stress during operati:n 1
1 0.81 ksf + 0.72 ksi = 1.53 ksi 65% of total vertical stress' on cisy layer during surcharge.
1 The above analysis assumes that any consolidating effect of the existing overburden (backfill) is balanced by the effect of establishing foundation grade 6 feet below ground surface. Also, all immediate settlement of l
backfill material has occurred.
The above analysis indicates final eff ective stress on clay layer (1.53 ksf) beyond initial overburden pressure is less (65%) than ef fective stress on clay layer, boycad initial overburden pressure, during surcharge loading (2.34 ksi).
)
Degree of consolidation which must haEs been achieved by surcharge 1
U = 74
=
1+##/y' k'f5 t
Where: U = degree of censolidation of clay layer s'
([ = effective stress of final loading = 1453 ks!-
( = stress developed by srucharge = 2.34 ksf i
c 40*
1 U* =
=
h
- i
~2.t
~
Assume 50" as degree of consolidation t
= 42 days i
$n I
because of inaccurecies which may exist in analysis use to i
- achieve required degree of consolidation of 42 days.
1 This analysis indicates that the required degree of consolidation for pre-loading the foundation by the surcharge for the final load was achieved I
during preloading.
de
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... =.,,
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.;,w~.v.
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..m.,_,.,_..m ym,y, S
. =.
p.r% :c:
~ ~~ 33.*._. 4 gg,;w a a<s--
Residual settienent on sand The time-dependent ses-lement of the sand layer veuld be about 1/2 of the estimated 1. mediate settlement of the sand layer, or S=
So C*
(Meyerhoff Equation)
(N-1.5)Cyg p = stress below footing = 4.5 kst = 2.25 tsf Where:
N = average blev count of sand layer 12
= correction factor for depth of influence (6fc) = 0.95 C3 C, = time rate factor (40 years) - 1.5 A = average factor = 3 S = 5 (2.25) 1.5
= 0.55 incaes (12.1.5) 0.95 (3)
Meyerhoff's equation predicts settlements which vary free 0.9 times to 7 times the actual sectieaant - averaging factor to compensate for this.
from Duncan, J.M. and Buchignani, A. L. Eneineering v.anual for Settlement
~
g Studies. Univirsity of California, Berkeley,1976 The immediate settlement of the sand layer, as well as the clay layer, was assumed to have occurred during the initial. construction phase of the daisel generator building and prior to settlement measurements and therefore is independent of this analysis.
a I
e s
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a
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?
.s e
\\
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y
9
- *.. ~ N.> 2.,.,
~... - -
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- - = - -. ----
.. :.....a,:..
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,,,,.. m.x
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.. : :c.-
e
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~ = r"
.: % 'v > - =..,,;.,..
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Settlement by Consolidstion of Clay Layer J
e.
C, : 0.7,7 ( LL.1CX ) runcar., et-C, s 0.7.9 ( LL.1CF ) Peek. et,e s
loe ?.
~
variables:
log P i
e
= 0.55 o
Fo = 1700 psf F
= ef fective stress related to sequence of evenes.
LL = 36 I
C*
= 0.007 (36-10) = 0.18 USE 0.18 I
0.009 (36-10) = 0.23 S=
C, g log 10 1+e Fs o
1 1
4 e
1 M
I 4
t i
t 1
i 1
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0, 6
~- -..
^),
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,. g
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,.+.g;
-~
xr-a.
t t
e t
Decercination of Consolidation VartA51er.
1.I.
= 36 (Tigure 2.5-30) l Y
= 110 (Tigure 2.5-33) d
= 20* (Tigure 2.5-33) w e* = 0.55 i
4 22kbr G* = 2.72 (Calculated)
C.257 (Compares favorably 1_
i for clay material) 1 i
6
- 0. 0 110 lbs I
I t
i 7, = overburden pressure at sidpoint of clay layer = 1700 psf i
r l
E1. 634.
Top of ground (634-622)110= 1320t E1. 622 -
Top of clay layer s
v.t. before pond rise s
(622-614)(110-62.
E1. 614 Midpoint-clay layer
+ 1320 = 1700.
s s
i y
- 11. 606 -
Bottom of clay layer s
\\
t 4
u n,=._._, W._.,.
. --.e.
=.m.i,.
.em,. -
=
~ " * - =-
-=.u
- ...y
'. #~ ?;......
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n 'S'I1Mu~ Ei??q td5j?*~ ~;i=ly-QW *Wi '~.' 3
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.=. :
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,+
s Se clement dine to consolfdation of Clav*t, aver Before settlement ceasurements:
assune b1dg half co=;:leted when measurements begsn assume 1/2 of final dead load of b1dg.
P = 265 psf + 1700 ps! = 1965 psf 1.40 inches,
S = 0.18 16!e log 1965 12 in
=
L. 5 5 1700 ft Add this amount to measured settlements for comparison After surcharge load was removed:
(from basinning of construction to removal of surcharge)
P = 1700 psf + 2340 psf = 4040 psf Total stress during surcharge (2.34 ksi), p 3 S = 0.18 16ft log 4040 12 in = 8.38 inchas 1.55 1700 ft measured settlement 4.25 + 3.20 + 1.40 (calculated) = 8.85 inchas s
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e me OD e
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~ -- --
.m-
.. - ~...
1 3 :-
w,,,. ~,:,
.m 3,..y. _.. _. -.
,- _x.-
. - ; v..... g..
~~~
Secondsry comeression.
The settlement vs log time curve ex'hibits the standard consolidation-secondary compression curve. The coef ficient of secondary consolidation, i
C., is 1.25 inches per log cycle of time (for DC-3).
For 16-foot thick s
~
~
clay layer, t
C = 1.25 in ft per los cycle 16 f t 12in
-C
= 0.0065 (dimensionless)
Which compares f avorable with the typical values for C. of clay with a low to medium coefficient of secondary consolidation.
C*
Second$rvenmeressibility 0.002 very low 0.004 low DG-3 -* 0.0065 0.008 medium 0.016 high 0.032 very high O.064 extreme 2y high Table froc Duncas,J.M. and Buchigani, A.L., Entineerine m eual for Settlement Studies.
University of, California, Berkeley, June 1976.
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=
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f
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. ~.
. ~. ~..' *, h ow +< w
-.w t
{
,'4%,,~, r.
.~.n.,,..
.y 7,
v*. <.
m... v =. m _
7 v.
Borsted t!ater Stor.vo Tanks - Settlement Annivsis j
Two borated water 'storsco tanks, a*ut!,11ty tank, and Of these, only 1.
Structural Aspects._
f a primary storage tank are located in the tank farm atos.
4 I.
Each I
500,000 l
borated water storage tank has a capacity of
. diameter and 32 feet in height.
A short concrete ring girder foundation with a The tank is 2.
Foundation. Structure.
strip footing is provided for each borated water stora The tank j
by itself is quia flexible.
3.
Foundation Mate-tals.
"The borings indicate that the material below Interim Raoort 7.
I the top 4 feet-is satisfactory and consistent with previous investigations a.
The top 4 feet of material at the locations of borings T-22 through T-26, placed as temporary fill to allow acca at the tank fam area.
j drillingri~ss, will be removed.from elevation 628 to.624, and marginal
" ~,
which is localized to tiie area of the inspection pic due to previous excava-Th l
tion and construction activities in this area.
l from e. avation 622 to 616 and consistent with previous material n subsurface investigation at this area. All unsuitable material, as determined J
of any undernising due to air bubbles.
by soil testing, in the tank farm area will.be removed and replaced by ruit-able compacted fill under the supervision of the ensita sootschnical soils j
i engineer."
t The boring loss T-22 through T-26 are in disagreement Boring logs T-22, T-23, b.
Borine toes.
with the above su=.artaation from Interim Report 7.
l T-25, and T-26 indicate a layer of low p'lasticity clay immediately beinw
!!ow The layer varies from about 5 feet to 10 feet thick.
4
'(,
sievation 622.
counts within this layer from standard penetration tests are as low as 2 l
l l
blows per foot of penetration and indicate a very sof t to gof t consistency i
of the clay.
l 4.
Plate 1.oad Test.
f Two plate load tests were perfor6ed in accordance with o
. a.
Procedure.
Ifsing a standard reference of 0.5 inch of settlement, l
l ASTM D 1195-64 (1977).
analysis of the data indicated 4.8 kaf and 7 kst for plate load tests 1 an l
The diameter of the plate was 30 inches.
j l
2, respectively.
The tests as outlined in ASTM D Evaluation of Testins procedure.
s b.
are " repetitive static load tests of soils and flexible pave 1195-64 (1977) ment components, fue use in evaluation and design of airport and highway 1194 72 Equally appropriate tests are as outlined in ASTlt O 3
l (1977) and are used to, determine " bearing capacity of soil for static loa pavemen ta."
I The proceduras are identical for the above ASTM
'(
on spread footings."
1 sb I
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s og.,e,,,q,
,.,... ~,
n.,
..n.
+,,---~.--..,..,..,e
--w.,
Q
.' T}.JLM 2-52..':7,.c-- -....-~.K. %. w.m. T.
- N.c ta::. n.~, E7' ~T'-
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~
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.;,.,,;;g
~-
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4 3
l l
standards. However, in ASTM 1194-72 (1977) the scope o,f the tacting procedura states that the test "gives information on the soll only to a depth equal a
to about two diancters of the bearing plato, and takes into account only t
}
part of the effect of time." The sofc clay layer is from 8 to 10 feet below the ground surface while twice the diameter of the bearing plate is only 5 fact. If ecsc pit was exesvated to a depth less than 3 fact, test l
would have no relavence to clay layer. Also secclament of the clay will be*,
the result of consolidation which is a time-dependent settlement.
With the majority of the settlement expected to occur within the clay layer, the i
results of the plateload tests are not applicable to secticaent analyses at the tank farm area.
l
^ 5.
Full-scale tosd Test.
s.
Procedure. To determine the suitability of the backfill material to support the borated water storage tanks, the tanks shall be constructed and filled with water in order to conduct a full-scale load test of the foundation soil. This proposed load test shall be conducted on only one I
tank at a time.
b.
Evaluation of Proposed Procedure.
j (1) Loadins. Tilling the tank will increase the load approximately 1 tsf. Borated water, depending upon the concentration, will have a specific gravity 5 to 10 percent greater than that of water and will produce a corresponding 5 to 10 percent increase in the future loading.
(2) Influen*e of Second Tank. The influence factor of the. loading of one tank on the other is shown by the. following diagram.
4 l
B = 2h = 52 feet b = 26 feet 1 = 35 (maximum depth).
- l 2/b = 1.35 j
i = 26 + 130 = 156 (center of one tank to side of the other) r/b = 6.0 1
h t
I l
1 l
h t
e 8
--.n
-n
i A.c
. ~.. _.
%,g2=y
.,_f
_ q..,,,
. 4.,;... e.... -
- - -m,7,r _.- -
4 _ _.
.'/ *.'* [ ~*.5" [
e, 3. r-
,NM[
f
.' )E.jh h'#.h-
...}.
s
,_., g.- -- +, m ; ne r-
- r.,.. - +: t g-
. ~ ~., _..,'::. ;.... n w. :.m
.:.-._.,,e>.
- x,4
, / A s.. e
,,,.,.,,.,s,,
]';:.a:u.....r-
. J.,..
^ *~; --
_(
i *
=
i leibem eral e.1,(sin 0) 1.0 to 100 l
- o. Cu 0.1 n
~ l':3 1.0 1.5
~
%'= =, g g
e-..
f
- 8 1
2.s f0J
,.+p 3
3 1
0.73 4
.Noic Numtiers on curves I
inJ4Gle valw efr/6 4
f
[
5 1
g&
p'
,S
'B * ;b Io
//
T1"T1 T*
- 1 7
p s
e, - 1,p.,
}'
g ery
.0, at varieve peinu voithin an elassac hoff4 ease under a uniformly leaded cJreufer eree.
Irig.4.17 tanuence (.spem for vertical normal stress eg (Meer rester and.vur, fsst.s f
From diagram, I = 0.0006 3.
Cenelusions. Sectiement during a full-scale load test of the borated water storage ta:ks would be primarilly by consolidation of the clay fill.
Data obtained could be used to estimate the final settleisent under the actual loading in the same manner as data obtained by laboratory consoli-dation testing. This full-scale load test should not be considered a sur-charge loading program. Tilling the tanks with water cannot be expected to consolidate the clay fill to the extent that future loads would cause w additional settle ent, as in the case of the surcharge program for the f
diesel generator building. Instead only consolidation data can be expected with which the settlements under futute loads can be estimated. No problems should be expected because only one tank is filled at a time.
The influence factor of simultaneously loading the second tank is minimal because of the reltaively large distance between the,two tanks.
t 1
i 6
I e6 l
a k
9 9
- M
i.
... ~~- -:-..
^
-.. n.
~;.
-_ y.L,~.y i~ -.*.- :: * -:
.~, K
.c ww:- a.
- w.. ; a g;.... :.;,,..,,,,..
=
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+
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i
~!
i
."cw a -. :,,
k' I
6.
Bearine Canseity. The bearing espacity of the backfill material j
mav Ec determined from dses obesined durit:g the pisce load ecsts. The bearing espscity of cisy is essentially independent of the " footing size and the bearing espacity of sand incrasses linestly with the footing size. The ultimate stress for the test piste corresponds to the yield point on the load-settlement curve of the test data.
I l
=
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1 t
i e
I s
e 3
i
- g e
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i t
p!
,_ gy _,f =
.,. u.4- =.. 3. :..; _
. -g;"_ _ W.. _.
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2=h
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&w
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' ~ h* W~.TufRC.W*b
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.~ 3 ' ;' _..,
,, n.s,t.ha_f-y. -QQfh.k -r y*W-N g
p;
-- ?
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,..=.,...w-
.s_ _.. u-
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. m,..._.
7.': - % n.. s
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':......m._,...,..,g..f.y,,,,_,,,,
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==s.~.
SolstedMPorcr-Storage Tanks - Quantiods, 2,.-
1.
In Interim Itcport 7 tha poor =sterJs1 from c1cvation 628 to clavation i
622 within the inspection pit was said to be " localized to the ares of the inspection pic due to previous cy.csvation and construction activitics."
Explain uhy the inspection pit was located in this area and detail other areas in the tank f ara which may be as disturbcd.
Provide load-sectiement data obtained during pistaload test. Also 2.
include depth and dimension of pit which wss excavated for the test pista and the type of materisi encountered during excavation.
Tilling the tanks with water will serve as loading for a full scale 3.
consolidation test of the insitu material. Provide locations of settle-ment markers and outline-procedures to monitor the test.
i i
e t
0 0
4 I
1 e
i t
t E
O 6
5 7
- e 0
o e
e S
g
~ '.
. m,..
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. -;.;:y.;.4., y..n ;~-:-
., _, ;.x._. -..;._;..g ;.;.--
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a..a -
Sectiement - Soil Structure Interaction
)
i Soil-structure interaction, based on the theory of e]siticity, con be used i
to compute sectiements of soll for which consolidstion theory does not j
apply, such as p-c soils, nonsscurated clays and silts, granutse soils, and Seccle=ents must the im=ediste settlement of saturated cohesive soils.
Soil-l be elastic deficctions fully recoverable upon removal of loading.
I structure interaction analyses would not be applicsble to Midisnd because i
of the backfill conditions. Any previous soil-structure interacticn analysis may be deleted because actusi settlement, or the majority of the actual I
settlement, is not elastic. Any future analysis should be reviewed cautiously Any previous soil-structure for the type of setticment bein;; computed.
intersceion analyses probabily assumed the backfill material would be suf ficiently ec=pacted that consolidation would not occur, and therefore, any sectiement would be elastic.
No questions are warranted at this time.
9 8
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8 ROUTING AND TRANSMITTAL SUP q gy Initials Date TO: (Name, ofnce symbol. room number.
buskhng, Agoney/ Feet) i L % s,a,ekeh,-w L l
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g, taction I i File IMote and Rerum iAggrovet l l For C!aerence M Conwreetion IAe Requested l l For Correction Propere Neo4 iC!rculate
)d For Your information See Me t,emment i Iimnestisete signettwe ICaereinstion i i Just 4 1
RL'AARKS
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a-Ext. No. 357 3t.
NCDED-c
_ Raviewer.70HN F. NCRTON Branch /Dffice Task No. 1 -
MI _ 21 May 80 Interagency Agreement No. NRC-03-79-167, SUSIZOg Hidland Plane Units 1 and 2, Subtask No. 1 - 1,etter Report (INTERDO
-'*!n****
e
~ ~5T.6 O'.7.lCve. cr Cf.6 IN7 No.
No.
part. No.
The paragraph / sentence heading and numbering system 1.
General.
nd should be revised.
a The he unresolved issues are not the missing information.
issues are unresolved,in many instances, becaus a of missing T
2.
Page 1, Para 3.
infor: nation.
All expanding sentences under the number headings should be deleted here but included elsewhere, since the listing is to 3.
Page 1,2, Para 3.
show " general", cat:gories only.
" Comprehensive" borings logs are not going to reveal much that Specific test data relevant to the 4.
Page 3, Para 4b, is not already evident.
(1),
problem should be requested.
The paragraph does not specifi, ally point out that con'so c
alysis. It is 5.
Page 3, tests are required for a conclusi:st,settlemen implied that N values are important hWN Falu_es) do not Para.Ab, have a reliability level comunensurate with cata quality (2) (a).
Eliminate required for resolution of the settlement problem.
the 2nd sentence.
Cite the data source that genersted these questions.
6.
Page 3, Para 4b, (2)(b,c)
It is doubtful that residual settlement would be a 7.
Page 3, (a)
Upon initial loading of the sand three things probably happen; grain rearrangement, grain fracture and/or factor.
Para ab, n ose processes (2) (d).
enshing and grain movement or shea'r failure.
take place almost inusediately, probably during construction, providing the sand is reasonably clean and pore pressuresUnless the quickly dissipate (this seems to be our case). inte r
would be no addition'al force present to again trigger these Rescu y this paragraph and reword and/or mechanisms.
eliminate it.
l NCD NAr aryIrwra's Gr.-a t 20 Mar'i5 L2e N
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39,,g of NORTM CDi?.AL IITI3 ION JAMES W. SIMPSON D* N' M NCDED-C
_ Reviews' JOW F. NORTCM p g fg:,
LA?-
21 May 80 Task No. 1 -
". ~ iency Agreement No. NRC-03-79-167, SU57!CT:
.d ?lant Units 1 and 2 Subcask No. 1 - Letter
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(INTERIM) 37.c e.. g5 -
m_,
o.
'c.
No. N (b) Do not list finite settlement values computed by C.O.E.
or make concrete statements of what is going to occur in the future.
Pipe piles with a capacity.up to 200 tons + are "possible if 8.
?r.
71:
O driven to rock (see inclosure). Change this paragraph to read, "A detailed pile design should be submitted so that
. ~.
the proposed pile support system can be evaluated prior to load testing a pile."
NOTE: Don't discount the consultant's plan until its submitted and studied. These guys are pretty sharp.
.9.
I:
4 Change "underpining" to "underpinnfng".
T. 4C, I'
c) 10.
6, Statement that liquifaction should be expected to occur
- * :. 41 should be deleted or qualified.
11.
6, Consult with %T.S on the necessary depth of dewatering.
11(It
~12.
Check with kT.S concerning the possible need for other a
[
information on the seismic situation and include in this report.
'.i l
FAMES W. SIMPSCN 1
Chief, NCDED-G e
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CEPARTMENT CF THE ARMYs*.i y
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- 1 U 3 LC30 NCIED-T Task.No. 1 - Midland Plant Interasency Agreement No. NRC-03-79-167, Units 1 and 2, Subessk No.1 - Letter Report (INTZADI)
S03JEC:':
Division Engineer, North Central TERU ATTN NCDED-Q (James Simpson)
?
U.S. Nuclear lagulatory Consission TO:
~
ATCI:. Dr. Robert E. Jackson l
Division of Systems Safety e
Mail Stop ?-314
$h Washington, DC 20555
.$.h
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The Detroit District team which provides geotechnical engineering support
?
1.
l fill to the NRC has reviewed cost of the available documents concerning p ant The cesa met,vich the NRC staff, the applicant-j at the Midland Plant.
Consu=srs Power Co y pay (CFCO) and its consultants, participated in a site visit to observe site conditions and discussed the proposed remedial =easures Since final design planned for Category T structures placed on plant fill.
computations have not ye:: been provided for recelial measures, we feel it wou,ld he most expeditious for all pa-ales to suj;=it. this *fg letter, report oc 93 ' -
'M of N.,,,,;:edial':TdsE7iis anc teEEm'a'dd*,
3 l
The toIpW* ::: tosettlefa%'9%ntesolved W "h% derns and questions.
o accomplish a thorough review which just
- ~
ttistrict also feels it is important cannot,be done quickly..
The Sistrict's investigation to date has been centered mainly around the proposed re=edial measures or other action for the Cataa,cty I structu 2.
h initial indication of placed on fill matarials.
look at all data received through Amend:ent 74.
i issues unresolved to date fall under the following four general types with subcopics as noted:
CQtr$ *- hP. a. w.IT Soilk m a.k b fiI,.het I.
O h. 3briNh[ a$k testing kd Settlement / Consolidation p-DAM.h)
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Seismic commars
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t 4 YAR EG Task No. 1 - Midland Plant
.NCIED-T Interagency Agreenest No. NRC-03-79-167, Units 1 and 2, Subtask No.1 - letter Report (INTERDi)
SUBJECT:
Cl a. f,'t$sce structdres constructed on fill.r.:: - _ :f ic. T.....;.;h **
i
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4eirew 4, f.
Quality control f
Renedial Measures for Category I Structures on Fill J
H.
}
a.
L-..e.i:;-
(
3 Diesel generator building b
Service water building
(
C*q Borated water tanks
-ev Underground diesel fuel tanks d,
Underground utilities 4
Auz. building - Feedvater valve pit
+. g.
5
.IH. Geology b
. a.. % I.* s r.' -
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a
( i d.---CNsEIr"YdYo23e.---Intesp.neta. tion of--bo, rings. -seeiM;., leMes g&s C
^ =,. W -t u~<.,7
}f caz;.aneous or General.
m ( ed-*"M d r
IV.
. :e-- *- ' x. l wnresolved issuesgare stated in the following
,3 These are in addition to the responses a r co be received fron 3.
@ r - t i....,
-J the applicant concerning additional design support infornation to the 10 CTR pages.
The source of each 50.54 (f) questions concerning structurae on plant fill.
.... w issue is indicated at the end. %
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.h Borings and testing Who and what are the qualifications of the persons (s) who (1)
Were sanples tested classified sanples of au borings, driner or geologist?
Are samples still available? Where are the results, nany appear to in a lab?
Source - site visit, various docunents and general concern.
be.issing?
/
N(2)Are final fin elevations available at conpletion of fill Vers additional borings taken prior to placement and prior to construction?
Source - Inc1 to CPCO letter.2 start of construction? If so, where are they?
Nov 79.
i f
Have all investigative borings for the plant fill problen (3)
If not, what are the locations of the renaining borings to be been completed?
taken? Source - site visit 28 Feb 80.
2
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- %'s M 4 '!!AR 1550 Task No. 1 - Midland Plant NCIiD-I Interagency Agreement No. NRC-03-79-167, (LNTERIM)
SUBJECT:
Units 1 and 2, Subcask No. 1 - Letter Report 5
Settlement / Consolidation c.
Why have snowable soil bearing stresses not been discussed?
What are the related soil spring constants so that settlement vs. load is (1) l quickly discerned? Source - site visie 27 Feb 80.
Has the bearing value of the glacial till been deternined and have sectiesents been estimated for this bearing stratum based on an build (2)
Source - site visit 27 Feb 80.
loads, particularly the reactor building?
d.
Seirmic concerns New soil properties or new materials used for backfill should (1) be used in the revised seismic analysis for deter =ination of structural Source - Question adequa;lcy. Has this been accomplished and documented?
262.13, Q&1 2.5-22.
Misc. structures constructed on fin not covered in Paragraph II r1 e.
below.
.,. /.
Send pockats have been noted in cooling pond dikes which lead
.~
(1)
What are the adverse impacts (groundwater piping, leading 3-to dike failure)? Was the dike properly compacted? Source - general concern.
toward the river.
Have all structures on fill be investigated for settlement?
(2)
Source Have an buildings on fin been checked for cracking?
T*J If not why not?
- interim SIR.
. 'l The design of the Water Service Building retaining van is 1
(3)
This design should be provided for Cof!
critical and partially category I.What is the cause of the van settlements n j
i review.
i Feb 80 site visits? Source - site visie 23 Feb 80.
f.
Quality control Why are there so many shrinkage cracks (assuming these are (1)
Will cracks be Is this simply poor quality contro17 shrinkagecrags)? Source - site visie 23 Feb 80.
repaired in same
- n. Remedial Measures for Category I Structures on Fill a.
Dewatering I
Why not utilize a slurry cutoff van or trench across the q primary recharge :ene near the service water building i (1)
Source Use of clay slurry wall would provide positive cutoff.
i veils planned?
- site visie 27 Feb 80.
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24 MAR tMQ NCIID-T Interagency Agreensac No. NRC-03-79-167, *ask No.1 - tiidland Plant
SUBJECT:
Units 1 and 2, Subcask No.1 - Letter Report (INTERIM)
Does it vary
- (2) he is the devataring well gravel pack design?
Source - site visie 27 Feb 80 (dewatering).
with soil layer type?
/(3) Will groundwater piping occur from cooling pond to well h c about.
points over ti:se? Any preventative naasures proposed to stop this? Source - site v piping along piles, building foundations or caissons?
aF Feb SO (dewatering).
/ (4) Will weep holes in retaining wall at the service water building be plugged since thsse are no longer necessary with the dewatering This could be a likely source of possible grounduater piping in the planned? Source - site visit 27 Feb 80 (dewatering).
future.
/ (5) h e are the test results concerning incrustation of the dewatering systen as well as fines renoval (additional settlenent) concerns?
Source - site visie 27 Feb 80 (dewatering).
/(6) he is the final dewatering plan; number of wells, spacing, 2
4 location, depth, diameter, punping races, recharge races, back-up systens.
ete? Source - site visic 27 Feb 80 (dewatering).
[y Are there any known probless of operations of the dewatering
' (7) h e about fire /explosier.
systen due to presence of gas pockets in the ares?
L'N Y hazards with the electrical controls? Source - general concern, prior I
- 3 experience.
/ (8) Has the need for localized dewatering in sand fill lenses Source - site been analyzed for structures other than the D.C. building?
visit 27 Feb 80 (dewatering).
<(9) Upon reaching a steady state in dewatering, a geophysical survey should be nade to confirn the position of the water table and to insure Source - site visie 27 Feb 80 that ne perched water tables exist.
(dewatering).
b.
Diesel generator building (1) Provide additional verification that surcharge loading has Additional borings, if taken, should indeed solved the settlenent problen.
indicate higher blow counts when compared to borings taken prior to Settlement analysis should be nade on sanples from application of pre-load.
~
new borings. The drop in groundwater levels, inplying heavier soil unit 3
weights, and; diesel plus seismic vibrations should be considered in the Source - Q&R 2.5-22 and site visie 27 and 28 settlement and saisinic analyses.
Feb 80.
Was iti
< (2) How was sand,surchar3e placed inside D'.G. building?
conpacted? How was it renoved? h t was ia-place unit weight of sand used?
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No." l~ ~ Mi
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No. NRC-03-79 567,No. 1 Letter Report Source'
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y 2 5-21, 2_ R
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- Q&E Interagency Agreenent2, Subcask cra king?
(,
c and e
Units 1 and hea y equipment caus of constructionions).
b v
a function 80 (Anal. Investigat enoval of sand by istory as27 Feb settlementof the building?
in 362 12. Establish cra king h c
visit
- in the
/ (3)
Source - site of the "humpsouth side activities.
explanationrat'or bays compaction on the
..rge is the
- ~.,
What d propera hedge l
vestern-most geneletter 2 Nov 79 surcharge pro ideCorps, and asestablished by (4) v
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en the two the
- e Incl. to CPCO certainty thatdemonstrated to thecould be
'2 Since structure vailable?
2'.
(5) satisfactorilyd nce in the27 Feb 80.
data a liquefaction, confi e and related test been visit v 79
/
not yet Source - site borings letter 2 No b
erpinning.
Are post.surchargeSource CF00 Will a floating sla inst
.,T building?
d should be provide.no floor in D.G.
/ (6) ttlenent G'
80.
1/2" of additional serequested. WES.
_ A 28 Feb so, these Why is there visit The.
/ (7)
Source - site of the 1vatering) is wed by J3 re ie v
a placed later?Further, explanation 3/4" static load andearthquak
~ "
be 1/4" de must
~
/(S) to nal settlement,due w is this load (1/2" earthquake, 2.5-34, Q362 17 Discuss the I, 82 1/2" additio Ho Source - Q&A wster building are to be 100 tonor blow piles. count?
=
of possiblesupper:ed end and Service vation Corrective pilesblished, by tip ele Rasolve the problembetween the pile 80 (D A
c.
/
son v
(1) visie 28 Feb
.k g d
veloped and esta to be perfarne.that could occur lateral stability is
- N
- site to be de pile load test (s) differential sectiemeced on fill.
nt Source Source - site M
%A w that sufficient ding?
the porcion pla piles by the buil plugging the sho presentation). What compu:ationsposed underpinning ).
Source -
ion improved by ?
(2) pro ided to the proSO (Davisson presentatlateral stability bev he de v
visie 28 Feb buildingand maintaining t io ).
Would n
80 (Davisson presentat should be (3) holes wall weep the tank f armfrom place K, retaining 23 Feb d
Source -
repoet at visit Borated water tanks investigation should be determinesho site i
d d.
soil testBearing capacities r
dation
$s The ld point of the foun
- (1) w revie.
ork).
f our pro ided forload' tests.. The yie (remedial w s
v 80 visic 27 Feb site 4
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24 9.AR 1980
~
f NCEID-I Interagency Agreement No. NRC-03-79-167, Task No. 1 - Midland Plant
SUBJECT:
(
Units 1 and 2, Suhtask No. 1 - Letter Report (I T RDi) l Is 'this crack in the (2) Why has the ring foundation crackad?The diagonal crack did not area of the reported broken air line?
shrinkage crack. Source - site visic 27 and 28 Feb 80.-
i Why not increase the test load for the tank by a surcharge in (3)
Source - Interin SER.
l q& iidition to filling the tank with water?
Since applicant agreed that broken air line nay have degraded d 4) t se foundation natorial, the tests taken in this area must be conclusive.
i Source - SRC 28 Aug 79 Memo.
/(5) h e are the residual settlement predictions and the consequences thereof? Source - Interin SZR.
Underground diesel fuel tanks e.
h e are the settlement predictions on these tanks and will (1)
Source -
Y these than function properly? Any differential sectiement expected?
Interim SER.
(2) Does differential settlement reduce the fuel storage E
Y capacity? If so, how much? Source - general concern, Interim SER.
f (3) Are these tanks designed against *bouyancy?" Source -
Interin SER.
f.
Underground utilities.
p; (1) Why not inspect the interior of water circulation piping with
[videocansrawithsensingdevicestoshowpipecross-section,infiltrationand J
slope? Source - site visie 27 Feb 80.
Have electrical duct banks at D.C. building been danaged?
(2)
Direct Have these been inspected after it was shown they were severly loaded?
observation of the western-sost duct would seen appropriate and easy at this Source - site visit 27 and 28 Feb 80.
tina.
Have all Category I underground utilities, ducts, pipes etc.
(3) This would seem to be the only positive way to be certain no been profiled?
h e about corrosion to l
damages to pipes or utilities have been sustained.
h e about l
buried pipes or chenical attack of concrete pipes underground?
Are all stress levels below l
stress induced by differential settlement?
Source -
allowable and what about added stress due to residual settlement?
site visit 27 Feb 80 (evaluation of piping).
(4) Will all utility settlements be monitored throughout the.
Source - site visit 27 Feb 80 plant lifetine, particularly at connections?
(evaluation of piping).
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SUBJECT:
Interagency Agreement No. NRC-03-79-167, Task No.' 1 - Midland Plant Units 1 and 2, Subtask No.1 - Lett:r Report (INTERIM)
T5) Passing a " rabbit" through conduits is not a suitable isafeguard or insurance that conduits are undamsged. Source - Interis SER.
/(6) During our site investigation on 28 February 80 it was noted How will these that the " rattle space" had been reduced at several buildings.
defects be corrected? Source - site visie 28 Feb 80.
/(7) The category I pipelines (outlets, inlets) for return water at the emergency heat sink could be covered by a slope failure during a seismic event. The applicant should anlayze the sideslope to determine if a sufficient factor of safety exists. Source - site visic 27 and 28 Feb 80.
g.
Auxiliary building - feedwater valve pits (1) Seismic analysis of this area is needed concerning change from fill to lean concrete. Source - Questions 362.13 Q&R 2.5-23.
II. Geology Fault and seismic histiory c.
(1) Canadian faulting of major magnitude exists at Sault Ste.
Marie and Sudbury, Ontario. Why were these not considered in the FSAK7 i,V Source - FSAR Figure 2.5-27.
Interpretation of horings, test pies, lab tests, etc.
e.
Jg (1) Many undisturbed soil samples were taken, yet no test results or reports are available for nany of these. Why not? Source - general review of docussuts.
.IV. Miscellaneous or General (1) Why are there so many shrinkage cracks, especially in plant area structures placed on fill? This appears to be more than a coincidence.
Source - site visit 28 Feb 80.
(2) Will C.P.Co. consultants Peck, Davisson, Gould & Hendron submit sumnary statements to NRC concerning their prt.sentations at the 23 Feb 80 site
/
]
visit? Source - site visit 23 Feb 80.
i This dike (3) Cooling pond dikes have been repaired due to erosion.
design should be provided for CofE review. Source - site visie 28 Feb 80.
(4) Will the applicant provide minutes of the 27 and 23 Feb 80.-
meeting?
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34 Y.AR lec0 NCIED-T Interagency Agreement No. NRC-03-79-167, Task No.1 - Midland Plant
SUBJECT:
Units 1 and 1, Subtask No.1 - Letter Report (INTIRIM)
(5)' The entrance road to the plant appeared to be.below cooling pond Would access to the plant be impaired for emergency vehicles in elevation.
the event of a dika failure? Source - site visit 27 and 28 Feb 80.
What provisions will be made to insure the dewatering systen will (6)
Source - site visit 27 Feb 80 be maintained in proper operating condi. ion?
(dewatering).
The Some of the cracks noted appear to be enlarging with eine.
(7)
Source p. width of these cracks would be already in excess of a shrinkage sits $1 sic 27 and 28 Feb 80.
r The District's reconnendatione concerni=g questions, uncertainti 4 and 4.unresolved issues presented above are given when possible and appropriate below in a like numbered paragraph:
1.
Soils Miscellaneous structures constructed on fill not covered in e.
y Paragraph II below.
. /-
(2) All structures, including utilites should be checked for N
S settle ant and cracking.
70 f.
Quality control (1) Undertake a coeprehensive analysis on cracked structure.
q Statenants that all cracks are dus to shrinkage or do not effect structural integrity are not sufficient.
Renedial Measures for Category I Structurer co Fill.
II.
a.
Dewatering M
(1) Consider benefits of using clay slurry cutoff wall in conjunction with pumped dewaterin3 (3) Analyze possible groundwater piping along the paths
^
g indicated.
N (4) Analyze pros and cons of plugging weepholes.
}$) Consider a control panel in control tower area to indicate i plant groundwater level in the critical plant arass so that monitoring can be easily accomplished.
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'f1 HAR 120 NCIED-T SU3 JECT: Interagency Agreement No. NRC-03-79-167, Task No.1 - Midland Plant Units 1 and 2, Subtask No.1 - Letter Report (INTERDf) b.
Diesel generator building (1) Take additional borings and tests to prove surcharge ' forked.
f.
Udderground utilities (2) Conduct an visual inspection of at least one (the westernmost) electrical duct bank at the D.G. building.
(3) Investigate any category I utilities not investigated.
(5) Provide additional assurance the category I utilities have J-not been over stressed.
~
Establish afaf~ a rattia space criteria and restore as (6) necessary.
(7) Analyte outlet pipes located in heat sink pit side slopes for wg seismic event (SSE & OBE).
.:L 5.
If you have any questions concerning this interim letter report, please 1
contact Mr. N. A. Gehring at FTS 226-6793.
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ElMRT:71 !aterogeme* Agtserseet No. VIC-03-79-197, 21s.seeth17"Lettar-i t
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(*.iStvtaimaofSystemssafety i
I 5a!1 Stee P-314 I
testinctae. DC 2C333 I
t Bear 3r. Jeeksest nis is the f eweth of the bi-meathly letters required by set = *ect int eragancy arra m t.
D e acets: at the itema requesteI 1: the agewooest is pen tee
- 1.,
the is11e=tng p rastayhe.
ff.2:ta Ceesteted Durint t-e Perted C Wy te 2C J ul,e 14:.0
'tt iland. %e seis4c amm17tts we r4ceived from the J5A5 deterwees tsaeriness teation ('M5) es J Jens l'%
e.w tevistoa Ne= IS eas rec 414e4 4.e. 7 u Air 1980. On 14 May sed :C Juma 1960, draft inster reports unto iafecoally fursished to 11-4 aM ser ' tert!. Central Civistoa ('JCO) sfitas ser sas. seat.
The 1stter repart, sebcask so.1, me sailed to :"C throug5 5C.3 en 7 July 16.'.
ILa i l! *. On 27 t'ay and 13 Jose lh0, draf t letter resorts were t.aforinally
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!arnisa.et to stC and :C t f or seassat. Os.10 Julv 1950, the lastar report, E
eustash me.1. ans milied to 2RC threath SIC:. ou 29 and 30 May 199'.. m125t.0 i
reasessed ts ROF's and reqsesta for 1sformaties 362.G1 through %1.29 and j
362.30, respecti mit ware reesived. Cs 3 Joe 198c, a Jeaf t clarificscles st.atesest tes retelved frers Mac ta forther define the Detroit Disertet week af fers taqu.tred eader ee'e *,eet agreenrat. John Eriusastron, teilly leet reviseer for Betruit 21 strict, as is unshinetse for diseossiew with the k'O eeJ to attend a 2May pale driving saataar.
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$ istter of 30 J ane 19a0 to St<, '.".visisa of castraess, ted.1 cates a::st a t teurcistrict's rate at as;eadttere le '. set $ Atril smi tar IMO (apprest. stair
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