ML20091L080
| ML20091L080 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 05/01/1984 |
| From: | Paton W NRC OFFICE OF THE EXECUTIVE LEGAL DIRECTOR (OELD) |
| To: | |
| Shared Package | |
| ML17198A223 | List:
|
| References | |
| CON-BOX-01, CON-BOX-1, FOIA-84-96 NUDOCS 8406070328 | |
| Download: ML20091L080 (143) | |
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s WILLIAM C. OTTO
N Chief, Geotechnical Engineering Section Corps of Engineers District, Detroit 1957-Present Soil expert for District. Chief of Foundations & Materials and Geotechnical Engineering that included levees, dike disposal areas, surcharging settlement analysis, seepage analysis and pile driving and underpinning.
Bureau of Yards & Docks 1950-1957 Design and construction of airfields world wide, stability and settlement analysis, large dry docks, hospitals, dikes, surcharging, and drains etc Nebraska Highway - Lincoln Nebraska 1946-1950 Laboratory design of asphalt pavements & aggregate testing.
Officer in U. S. Navy 1944-1946 Construction of factories, hospitals, dry docks Corps of Engineers District, Omaha 1941-1944 Engineering Dept. Design & construction of airfields, and other military construction International Boundary Commission 1938-1941 United States & Mexico, U. S. Section, Flood Control Structures Indiana Highway Dept.
1936-1938 Project Engineer - Construction of multi-lane highways Bldg & Service Corp., Decatur IL 1935 Charge roads & streets iniestigation & design Published a paper in Sweden on Bank Protection Published a paper at Northwestern University on a five year study of. settlement of structures at Selfridge A.F.B.
Published a paper for ASTM on statistical study of flexural strength of concrete.
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' " DEFENDANT'S 9k2ll60 EXHIBIT O
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lll-/' f l)(/L iI CPCo Poschon - Diesel C,enerccor Ll in3
- t. Cull sea,e -gicic -w is ile mor reha.3 e h.eknique 4d predict se6 emec.L surchiarse program allowece c}trec meosoremw s 4 se.nle. men 4;&ere. fore, no nee c h reb.x.n samp sp..g \\c nc,ns. ix ;%m o
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3.Se.Olemenf dra rewrcei c,onnc3 surcharge program showed.
- a. Eventual c.ecrease in roYe of-se$emenY.
- b. Sligh+ re.l>ounc a-per surcharge removal.
C. 3-lT4to)d Ilrie btbOVior E7ceserca rive ef J
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SEconc org con Solic o lon.
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Cic h f? coy ec. c OrIng SUTC1Grging Slot 1CG r
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I Q.kofic btS5ipo~~lch k fore W5'Cr yfESSUre,in(icc1h3 TQ 0lCt ConsoIIC$cIto n,
- b. Fo towinc sorcharge reynoval,, a s iak crop in PittOYn6rY1C, kCVti CCC.UrfC4, Gh(,
AVC EVCh'~VGNLj bl,t%tc. Lob g fo urt hVJCf~er h
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- 3. SETTLEh!ENT UNDER FOOTING LOAD.
The value of H when 50 percent of the primary
] The foregoing are soil conditions prior to construe. setriement is realized is then 30 X 12-% of 22, or tion and the application of footing load. Figure 29 349 in. or almost 29 fr. This is called H. Also, the h
is used to make the ensuing pore pressure compu. typical blue clay is found to have a consolidation tation, p., (along the axis of loading), caused by coeflicient C,, of 0.003. The time consolidation rela.
the footing load. The center of the footing is the tion is then common corner of four identical rectangular areas, each 4 ft x 16 fr. For one of these
,, _H.N (29)'
y 1,400 C.
1,400 X 0.003 m - 2/3 and n = 8/3 at top boundary 195.5 Nyears of blue clay
=
and The quantity N is obtained from Figure 37 for any arbitrarily assigned value given to q. For example, m = 1/9 and n - 4/9 at bottom boundary for u = 8.5 and for y = 25 'rcent, N (interpolating P
of blue clay between u = 3 and u = 10) is 0.052. Therefore,
~~
t = 0.052 X 195.5 = 10.2 years. For 50 percent Then for one rectangular portion of the loaded area, completion of the total settlement, N is 0.29 and i is at the top boundary, 195.5 X 0.29, or $6.6 years, and so on. That is, it will
- p. - 0.17 X 5,000 = 850 psf take about 56 years, 7% months, for 11 in. of the total 22 in. of sett!cment to occur. In this manner, a and for the entire footing, table of settlements corresponding to different periods of time may be computed, or a time versus
- p. (at top) = 4 X 850 = 3.400 psf settlement curve may be drawri through she plotted computations.
Similarly, at the lower boundary p, = 400 psf
- 4. DISSIMILAR COMPRESSIBLE SOIL LAYERS IN JUXTAPOSITION. It often happens that two r m te C mPressible soil strata, each with different If depths other than these are included in the com. permeabihty coefficients and consolidation char.
Putations, the m... l p, I.me (Figure 38) would be itia acteristics, adjoin. Figure 39 illustrates this. It. is represented by the dashed Ime of this figure. How. possible to convert one of the layers (No. 2, with ever, the straight Im.e, AB, is drawn and, as usually thickness H ) into the same type of soil as that in t
happens, it provides a good approximation because the other layer (thickness H ). The result of such i
the two areas, one outside and one mside the dashed a conversion is a problem dealing with one homo.
line, are approximately equal.
geneous soit layer having the same consolidation Since this is of Case I category, characteristics throughout. The conversion is a sim.
P e, mathematical device utilizing equations (42) and l
3,400
= 8.5 (43). For that illustrated in Figure 39, there are 4oo two drainage courses: therefore, equation (43) is used. Iayer 2 is replaced by another (thickness H2)
The average voids ratio for samples 1,2, and 3, when having the same soil consolidation properties as they are completely consolidated under the total layer 1, with the stipulation that the resulting single lo.tds (4,440 psf for sample 1,3,600 psf for simple homogeneous layer (thickness Hi.+ H ) drains 3
2, and 2,750 psf for sample 3), is 1.34. The total at the same speed as the two dissimilar strata. Con-settlement of the footing, therefore, is sidering the initial, 'instead of the H.., thickness is a
of small importance, so that S = c. - e, H. = 1.493 - 1.3 4 0 X 30 X 12 i
1 + r.
2.493
= 22 in.
f.
NN N'N i,600C,oi 5,600C,a n 4
Naturally, it would be unwise to carry loads on or i
spread footings under these conditions, bor the pur.
ne ye i
pose here is to illustrate what happens if this is done.
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e where C,,s, is the consolidation coefficient of the 3
soil of layer 2, and C,., is the consolidation coeffi-l L.
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.g,
,orHi= H f" (44)
XXXXXXXXXXXXXX XXXXX
=
COMPRES$18tE SOlt LAYER NO. I H.
Let JXXXXXX MXXX X X,(X XX XX Hi - 20'ft, He = 12 ft,
'XXXXXXXXXXXXXXKXXXXX
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C,m = 0.004, and C,m = 0.001 XXX MXXXXXXXXXkXXXXX D'"
Hs = 24 ft The transformed, horrogeoious, single layer then has a thickness of 20 + 24, or 44 ft, and a consolida.
FIGURE 39 tion coefficient of 0.004. This single layer drains under load at the same speed as the two separate Dissimilar Soll Layers, Each Compressible, in layers in juxtaposition.
Juzfsposifloa Section 4.
QUICK SETTLEMENTS, BEARING CAPACITY, AND LATERAL EARTH PRES 5URES C4.01 QUICK SETTLEMENTS the soil, Poisson's ratio approaches %; that is, the soil deforms without change in volume. Since, nor-The present consideration of so-called qu k settle
- mally, there is some compaction by the load, Pois.
ic ments refers only to static loads. The subject of
_.s ratio has a value somewhere between zero dynamic loading is discussed later. Quick settlements, d%
as considered here, do not involve pore pressure.
The extent of slow settlement (involving oore They result ir n compaction or densification of the pressure) during construction embraces no basie prin-s d, with a damnuttors of the voids ratio but with-ciples other than those already presented. In the out the development of pore pressure, and from bulk of structural problems its influence usually is clastic or plastic yield or deformation. To a certain slight. Quick settlements normally take place in extent, they are recoverable on release of the load. minutes or hours; for all practical purposes, they Compacting a damp soil by rolhng it with a sheeps-stop when the load application ceases.
foot roiler produces no pore pressure, yet it densifies It is always a serious error to ignore quick settle-the soil. Air escapes from the voids. Dynamie forces ments. The so-called design load for spread footings may develop a momentary pore pressure in large should be so determined that the quick settlement masses of quite permeable sand, but static loading of all the diferent footings is as nearly the same of ordinary sand produces only intergranular stresses. as practicable in all cases in which slow settlements The expressions for quick settlements do not in.
are not expected.
volve the independent variable, time. They involve only the coordinates of points i the loaded soil C4.02 ESTIMATION OF QUICK mass, the dimensions of the loaded area, the manner SETTLEMENTS of distributing the load over the loaded area, and
- 1. EI.ASTIC BEHAVIOR. A few instances of certain moduli of compression or deformation.
earth settlement almost conf,orming to the theory For slow settlement, the movement of soil is re-of elasticity may exist. In these the soil must be elas.
stricted to one direction-vertical. Lateral movement tically isotropic and homogeneous and must have in consolidation involving pore pressure is con-Young's modulus E constant with depth. This may sidered nonexistent. For this condition, Poisson's happen with loads on small areas, where only'shal-ratio is zero. Lateral displacement always occurs in low depths of soil are affected. Test data reported by q
quick settlement. If quick settlement is solely clastic Terraghi28 and many others show, however, that soil
._ / s or plastic without compaction or densification of deformations under load are not, in general, ch'afhc-53 h
- DEFENDANTS
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NUCLEAR REGULATORY COMMISSION 3-] f, _ g r-p.,
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WASHINGTON, D. C. 20555 N*
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Jgy 8 1981 Docket Nos.: 50-329/330 Oli, OL Mr. J. W. Cook Vice President Consumers Power Company 1945 West Parnall Road Jackson, Michigan 49201
Dear Mr. Cook:
SUBJECT:
FOLLOW-UP ON DECISION REGARDING ADDITIONAL SOIL BORINGS AND TESTING - MIDLAND PLANT, UNITS 1 AND 2 By letter of November 10, 1980, I informed you of our decision relative to your request for relief from making additi'onal borings and associated tests of soils in eighteen areas on the Midland Plant site. That letter noted that a relaxation of certain reouirements for six Standard Penetra-tion Tests (SPT) in the vicinity of plant structures were in order on the basis of additional boring data which you submitted on September 14, 1980 and our extensive discussion on the merits of your position.
My letter of November 10,19S0 also stated that certain bcrings which we had requested June 30, 1980 along portions of the ccoling pond embankments should be relocated to areas of the dike immediately adjacent to the submerged emergency cooling water reservoir. The details of this relaxation, including the changed boring locations, are provided herein.
The new borings in the areas of interest for which subsurface information was provided by your letter of September 14, 1980, and the six SPT borings identified by Question 37 of our June 30, 1980 letter which may now be eliminated, are as follows:
Structure New Borings Provided Eliminated 9/14/78 SPT Borinos Diesel Generator CH-13, CH-14, CH-15, COE-8 Building CH-16, CH-17, CH-18 COE-13 Service Water CH-1, CH-1A, CH-2, COE-lC Structure CH-3 Retaining tlall PD-9 COE-14 Auxiliary Building TW&TEW Series' COE-17, COE-18 v,9 m b Of
r C
r J. W. Cook.
jg 8 1981
}
Details of this relaxation are further described in the enclosed letter y
of December 2,1980 by Mr. P. McCallister of the U. S. Army Corps of
- I Engineers, our geotechnical consultant. Mr. McCallister's letter includes a revised sketch (Figure 1) showing all the borings in the plant fill
)!
area and noting the six borings from which the SPT's have been eliminated.
p Mr. McCallister's letter also includes a revised sketch (Figure 2) d showing the relocated boring locations on the cooling pond dikes.
Figure 2 shows the rew locations for borings COE-1, COE-2 and COE-3 ij q
(previously located in the south and east dikes), and boring COE-7 a
(previously located in the northwest area). We further endorse Mr.
N McCallister's coninents regarding selection of undisturbed sample locations
]
and his requests that the guidance of i'egulatory Guides 1.132, " Site Investigation for Foundation of Nuclear Power Plants," and Regulatory Guides 1.138, " Laboratory Investigation of Soils for Engineering Analysis and Design of Nuclear Power Plant" be used as appropriate.
21, 1980 forwarded Amendment 85 to the Midland Your letter of November application and noted your belief that fcendments 85 and 81 satisfy the concerns raised in Question 37. We find that these submittals do not fully satisfy the concerns of Question 37. Except as changed herein for the six SPT borings and the relocation of four dike borings, it remains our position that the requested soil borings and testing are still required as stated in my letter of November 10, 1980.
Sinceraly, S%W Robert L. Tedesco, Assistant Director for Licensing Division of Licensing
Enclosure:
McCallister's letter dtd.12/2/80 cc: See neat page.
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(cos Boc)Me.r;Z 3 DEPOSITION EXHIBli g#waa.
/-La ?i PERSONAL DATA 0F RON ERICKSON Full Name: Ronald Lee Erickson Birth Date: 14 Dec. 1948 Present Position: Geologist Geotechnical Engineering Section, Engineering Divn.,
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Detroit District, U. S. Army Corps of Engineers Education:
B.S. Geology - 1971 Western Michigan University l
Gov't Training: 5-74 to 5-76 Geologist Rotational Training Progra& Detroit l
1-77 Systematic Drilling & Blasting WES 3-78 Intro to Supervision - GSA 5-78 Network Analysis - OCE 2-79 Intro. Ground Water Hydrology - HEC 8-80 10th Short Course - Geological Engineering -
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Geological Eng. Foundation - Berkley, CA Experience:
06-79 to Present Geologist, Geotechnical Engineering Section, Eng. Div., Detroit District, U. S. Amy Corps of Engineers.
Work Areas: Engineering, Subsurface Investi-gations, Quarry Investigations, Geotechnical Review.
11-76 to 06-79 Geologist, Flint Flood Control Project.
U. S. Army Corps of Engineers Work Areas: Earth Anchors, Dewatering, Back-filling, Construction 05-76 to 11-76 Geologist, U. S. Army Corps of Engineers Jidda & Al Kobar, Saudi Arabia Work Ar'eas: Drill & Test Water Wells, Monitor Quarry operations 05-74 to 05-76 Geologist, Rotational Training Program j
Detroit District Office, U. S. Amy Corps of Eng.
Work Areas: Engineering, Construction 06-68 to 05-74 Civil Engineer Technician Grand Haven Projects office, U. S. Army Corps of Engineers, seasonal employee while attending college, full time upon graduation (12-71)
Work Areas: Hydrographic survey, Marine Construction, Dredging
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NCEED-T (1 Feb 80) 2nd Ind, Supp #1 SUEJECT: Providing Ceotechnical Engineering Assistance to the Nuclear i
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Regulatory Commission DA, Detroit District, Corps of Engineers, P.O. Box 1027, Detroit, MI 48231 80 l
TO: Division Engineer, North Central i
1.
As indicated in paragraph 3 ef tae 2nd Ind. dated 29 February 1980, the District indicated that a detailed manpower analysis would be provided for both plants which would indicate the personnel limitation impacts upon each project. A different approach was taken for each of the various subtasks by div'. ding each subtask into technical staff and administrative staff (report wt.ing, interoffice review, typing, NCD review, etc.) work efforts. As soon as the technical team completes its work, it could theoretically begin work on the next s'ubtask. However, a slight delay was allowed as a margin for j
uncertainties. The resulting analyscs, with the projects independent of each other, is inclosure 1.
2.
Analyses were made to complete the work using the existing staff only, and for the existing staff plus one additional geotechnical engineer, GS-12.
The results are inclosures 2 and 3 respectively. A manhour summary by subtask is attached. Note that subtask 4, for both sites, has no report requirement.
3.
Inclosures 4 and 5 provide the detailed manpower analyses for the Bailly and Midland plants, respectively.
4.
Inclosure 6 provides a table displaying the earliest dates the subtasks in
~
the NRC contracts can be completed by the existing staff, and the existing staff plus one geotechnical engineer GS-12, respectively.
6 Incis t
as stated i
ROBERT Y. VEBEILLION Colonel,, Corps of Engd m District Enginosa 9
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NCEED-T (1 Feb 80) 2nd Ind, Supp #1
SUBJECT:
Providing Geotechnical Engineering Assistance to the Nuclear Regulatory Commission D&, Detroit District, Corps of Engineers, P.O. Box 1027. Detroit, MI 48231 i
T0: Division Engineer, North Central gg 1.
As indicated in paragraph 3 of the 2nd Ind. dated 29 February 1980, the District indicated that a detailed manpower analysia would be provided for I
both plants which would indicate the personnel limitation impacts upon each project. A different approach was taken for each of the various subtaaka by dividing each subtask into technical staff and administrative staff (report writing, interoffice review, typing, NCD review, etc.) work ef forts. As soon as the technical tasa completes its wett, it could theoretically begin work on
~
the next subtask. However, a slight delay was allowed as a margin for uncertainties. The resulting analyses, with the projects. independent of each other, is inclosure 1.
2.
Analyses were made to complete the work mains the existing staff only, and for the existing staff plus one additional geotechnical engineer, G8-12. The results are inclosures 2 and 3 respectively. A manhour summary by subtask is attached. Note that subtask 4 for both sites, has no report requirement.
3.
Inclosures 4 and 5 provide the detailed manpower analyses for the Bailly and Midland plants, respectively.
4.
Inclosura 6 provides a table displaying the earliest dates the subtasks in the NRC contracts can be completed by the existing staff, and the existing staff plus one geotechnical engineer C5-12, respectively.
6 Incis as stated ROBERT T. YEnTTIION Golonel,, Corps of Engineers Distriot Enginaea..
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NCEED-T Ceotechnical Engineering Assistance to NRC 1
Orientation Meeting at the Bethesda, Maryland
.j 7-8 November 1979
.l 3RCFile N
Kubinski 1 Feb 80 KUBINSKI/vw/6786 1.
'Ihe purpose of this trip was orientation in nature. It was made to acquaint R. Erickson and J. Kubinski with the NRC Organization, staff, project requirements, and facilities available at their main office in Bethesda, Maryland.
\\
I 2.
The meetings took place on the 7-8 November 1979.
I will refer to the meeting that took place o. the.'*.h as Meeting I, and i:he meeting that took place on the 8th as Meeting I:..
.: ~
3.
The following are significant items discussed at the respective meetings:
- ~
a.
Meeting I: This meeting was primarily orientation in nature. NCE
[ '.
personnel were introduced to the NRC staf f, their organizational elements and in
', 3
, general ~their function as a review agency. Dave Lynch of NRC gave a concise present'ation on the general mission, and referencing specifically Bailly Nuclear A
',i Generating Station near Gary, Indiana. He also covered elements in the normal review process giving an indication as to general requirements. Later, he covered the more technical aspects and problems in existence at the site.
s:
b.
Meeting II: This meeting was also of orientation nature, with the emphasis placed on the Midland Nuclear Facilities. This meeting was very similar in nature to the one on Bailly, but was conducted with emphasis on the Midland site.
'4.
The following people were involved,in the u meetings:
a.
Meeting I:
~
Bob Jackson (NRC)
.I Lyman Udler (NRC)
A ',}
Dave Lynch (NRC)
(
!* i J. Kubinski (NCE) l R. Erickson (NCE) i-b.
Meeting II:
Lyman Hdler (NRC)
Darl Hood (NRC) 3 DEPOSITION
'y Dan Gillen (NRC)
EXHIBIT g
g3 J. Kubinski (NCE) l f
- 2. Erickson (NCE)
AZ/t /.2.o T/
l t
t DA.P.036.a2496
.R.e p L.AC E S.00..FO.nes.9,6. E.Et4.T.IN.G. S.U PPLIS.S O.fP WHI.C.M WILL B.E
- * ~
-~~~~~"
. a r
..Lau O..e a-..
~
J t
1 NCf7D-T Geotechnical Engineering Assistance to NRC Orientation Meeting at the SCT:
Bethesda, Maryland 7-8 November 1979
)
i 5.
The items discussed are lista.d below:
i s.
Meetina I:
This meeting was of orientation nature and a good introduction to the I.
catire program was given by Dave Lynch, Project Manager, NRC, Bailly Nuclear Generating Station.
The purpose of NRC's mission with respect to review is to insure II.
It is not NRC's radiological safety and containment of all possible danger.
concern to see that 0ASHA standards or safety in general shs observed.
are The issue at Bailly is concerned with piles supporting df primary f
III.
It is a rigid structure and, therefore, no displacement containment facilities.
Dynamic operations result in displacement and this displacer.ent can be tolerated.
aust be monitored so that the entire structure is adjusted accordingly. 7jkt, *.s a i
facility.
...very, defined load /deficcciou analysis for the entire
( ;
u=d-IV.
The containment facility cannot fail. It may have to be politically safe which implies a greater than necessary safety factor to be technically safe.
l j
The Safety Evaluation Report (SER) has not yet been written for the i
V.
1.ly plant.
It is necessary to defend any technical judgments before the Advisory 1
l VI.
' Committee for Reactor Safety (ACRS). At the Bailly site it will be necessary to i
defend as built conditions.
l VII. The term " Intervener" is defined as follows: An intervener must l
live within 50 miles of the proposed facility (the State in which the facility exist can act as an intervener); the interveners may hire firms or individuals to represent them in obtaining information concerning the construction or operation i
i of nuclear facilities.
k\\
The normal review process consists of the following items:
VIII.
l f
- Applicant submits PSAR (Preliminary Safety Analysis Raport)
- NRC writes Safety Evaluation Report (SER). This SER is a concise f
i I
picture cf NRC staff's review.
- NRC submits SER to Advisory Committee on Reactor Saftey (ACRS).
The ACRS can fers subconittees in which their members and/or their consultants can evaluate the specific issues.
- ACES evaluates SER/PSAR and letter on the. safety of the plant is written.
/
j t.
i 1
i
.. ~, _
m._,..
~
-~
t 1
' D -T Geotechnical Engineering Assistance to NRC Orientation Meeting at the
- CT
Bethesda, Maryland 7-8 November 1979 Public hearings are generated only if the license is thought'to be able i
to be granted. This is a construction license.
The Construction Permit, issued by NRC, but license is granted by the Chairman of the Commission.
4 The review of deviations from the PSAR, SER and CP must be reported by the applicant to the Nuclear Regulatory Commissioa Office of Inspection and Enforcement (I&E). The I&E Office sends this information to the review office for raview, and y new license or amended license is usually issued.
NOTE: The following is a list of items concerning the Bailly plant.
II. The construction permit for Bailly Plant consist of non-displacement high capacity piles which go to bedrock or glacial till and support of concrete i
est foundation. They are embeddedgeoncrete approximately three feet.
3 I.
A brief driving history for the piles is as follows. In driving the i
piles stiffening occurred at 55 feet. Blow counts from 200 to 300 blows per inch were experienced. The till material is at abouti 110 feet and bedrock is at 120 ofeet)boveaverystiffclaydepositwhichis "Esfab shaped in profile, intermittent
's and clays are the overJ urden d material. This stiffening occurs in a very
.e cand above this larger clay deposit.
i II. In May 1974 the construction permit called for a te'st pile program which indicated significant problems in driving. Shortly after that, NIPSCo came in with a short pile proposal. In September 1977 an alternate proposal to jet long piles was submitted. Is test program was initiated and in February 1978, the NRC issued an order to jetting the piles.
In jetting the piles, the soil reacted cimilar to a giant wash boring (1,0')0 gallona per minutes at 300 PSI). The area of disturbance was much too large and the pile was actually lee near the surface.
i The nature of the structure which was to be supported by these piles d'amanded that Because of the disturbance and lack of uplift
(.thepileshaveupliftcapacity..apacity, the short pile concept is once against an issue as These piles would develope end bearing and friction. The applicant was allowed to drive 100 piles as indicators to determine capacities and applicability of using the short pile concept. A cluster was driven to observe heave within the piles. This brings us to the current state of the issue.
III. It is now the task of the NRC review to look at all of the above submittals and reconsider the entire issue. They must also deterr.ine if construction restrictions are required or further load test are required. The jetting procedures have made sof t spots which encompress almost five percent of the area of the foundation. Theselo$ sed"areasmustbedensifiedandatschnique developed to insure that they develop all lateral capacMities as well as up1f ft ~
l
- 'acities.
i t.
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NCEED-T
SUBJECT:
Geotechnical Engineer!ng Assistance to NRC Orientation Meeting at the Bethesda, Maryland 7-8 November 1979 IIII. The Advisory Committee on Reactor Safety (ACRS) has already indicated that nothing was substantially wrong with use of short piles to provide substantial foundatir.n. That is, that there is no deflection in the piles and that all the disturb
- areas due to the jetting procedures are densified.
)
IIV. It is apparent that now it is necessary to look at the PSAR and i
become fully familiar with it as well as considering the groundwater affect on the foundation.
i IV.
NCE will have to prepare the entire Safety Evaluation Report (SER) cod not just assist in its preparation. A sample Saftey Evaluation Report is cvailable from NRC and will be transmitted.
NOTE: The last item is of general nature.
= W.'a3 3**<wf IVI. The hearing rocess can be described as follows. Administrative law (fromuniversitystaffactaspartofthecommittee.
tudge act as the Chairman. Engineer Scientists and some technical people drawn j
The commission delegates cuthority to the Board, the Board inturn can dictate policy. The Board can question any item and the interveners' attorney can question around items brought up by the Board.
It is, therefore, necessary to minimize any questions the Board may have by clear concise presentations.
~
IVII. NCE will meet vita Newmark,Hal. and Davison at Champagne
.Aversity of Illinois) concerning the piling issue sometime in January or February.
b.
Meeting II:
j This meeting was of a briefer nature than Meeting I.
At this meeting Joet i
Kane (NRC) and Darl Hood (NRC Project Manager) presented an introduction J
concerning issues at the Midland Nuclear Facility.
)l U-s I.
As a preliminary to the meeting, the following items were discussed.
A brief discussion on what safe shutdown earthquake (SSE) or an operating base earthquake (03E) were head. Appropriate volumes of the Preliminary Safety Analysis Report (PSAR) were to be sent to NCE as soon as possible. The applicant, dauw - s h,- Cwn.ag
( CPc.)
, must still respond to original j
I&E questions on the interim report and on 10CFR 50.54(f). There is apparently a j
report or a paper ou the dewatering system.
II. The I&E Office (Inspection and Enforcement) is investigative in nature cod generally goes to the NRR (Nuclear Regulatory Review) for support. The I&E Office considered the overall performance of the applicant as well as the technical adequacy of any field changes. The viability of the Quality Assurance Program is also investigated by this group.
3 4
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l 7 CEED-T
,UBJECT:
Geotechnical Engineering Assis'tance to NRC-Orientation Meeting at the Bethesda, Maryland 7-8 November 1979
.III. The current state of the review is one in which the construction permit should be suspended, modified or revoked by the Commission.
One of these actions is necessary to take concerning the quality assurance breakdown at th-I i
Midland site as well as the inadequate fill in support of Category I structures.
N i
IV. Questions of a non-policy nature can go directly to the applicant.
No commitment is considered to be binding between NCE and the applicant.
Once these questions are established and they are addressed to the applicant, they should be documented especially when they are relatively significant.
i V.
Construction inspections or visits to the site are necessary in e
i performing the mission.
NCE must be able to reply (we saw) in reference to a specific issue if possible.
VI. 'More than one visit is in most cases necessary, since sequential
_ ev'ents will be occurring in the fixing of unstable conditions at the site.
3
' - ~ '
VII. The NRC Office of Inspection and Enforcement has a fulltime man at the site, and he can be contacted concerning observing any action at the site.
VIII. Meeting concluded with two immediate 1,tems of major concern:-
)
Should the existing license be modified, suspended or revoked.
s.
4 b.
A list of visits and times sequentially establiished in the future.
6.
These meetings were of orientation in nature and it is difficult to establish any conclusions.
The actions to be taken in the future arg ones concerning scheduling field trips and site visits, carrying out orientation procedures with all documents transmitted, assuring that all documents have been transmitted and then beginning the review process and making either recommendations, comments, or conclusions regarding the situations at both facilities.
.-3 k,.V2 Y l 2.'
l J. EDBINSKI j
Technical Branch CONCURRENCE:
J R. Erickson L Heller (NRC)
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DEPARTMENT OF THE ARMY Q
WATEnWAY3 EXPET.lMENT ETATION. CCRPf, OF ENGINEERD
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P. O. 80x 631 N
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VICM58URG. MISSISStPPI 39180 e
se marsa vo. WESGA 4JUN TO
SUBJECT:
Report on Review of Geotechnical Aspects of the Seismic Safety of Midland Nuclear Power Plant District Engineer
- DEPOSITION f MIBIT6k/can a k U. S. A
- =y Engineer District, Detroit A'ITN: NCEED-T/Mr. Neil Gehring l
kTT Michigan Avenue fM / 40-M' I
Detroit, MI k8226 1.
Inclosed is a Me=orandum for Record dated 30 May 1980, subject: Visit to Midland 16.chigan NPP on 27-28 February 1980, A Review of the Midland Plant Units 1 and 2 FSAR (Including Revisions 1-27) by P. F. Hadala (Inc11).
This ce=orandum is an interim report on our vork under your IA0 No. NCE-IA-80-047.,
2.
If you have any questions, please feel free to contact Dr. Hadala at PIS 5k2-3475 FOR THE COM MiiDER AND DIRECTOR:
1 Inc1 F. R. BROWN as Engineer Technical Director CF v/inc1:
Mr. Jim Simpson, NCDED-G Dr. Lyman Heller, NRC
@V Joe Kane, NRC
_ ___._ __,..t
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f-DEPARTMENT OF THE ARMY 3
WATEnWAYS EXPERIMENT STATInN. CCCPS OF ENnINEEn3
- r. o. nox ess -
vienssums. Mississare: seiso X,....v WESGA 30 May 1980 MEMORANDUM FOR RECORD
SUBJECT:
Visit to Midland Michigan NPP on 27-28 February 1980, A Review of the Midland Plant Units 1 and 2 FSAR (Including Revisions 1-27)
Background and scone 1.
The writer visited the Midland Michigan Nuclear Power Plant on 27-28 February in the company of NRC and COE representatives.
Bechtel and Consumers Power Company representatives briefed us on 27 February.' The attendance list is given in Inc1 1.
on 28 February we toured several areas of the plant in small groups, were briefed by Bechtel's consultants (see Inc11) and had an opportunity to ask questions. Inclosure 2 is the agenda for the meeting.
2.
The Detroit District of the Corps of Engineers is assisting the Site Analysis Branch of NRC vith review of geotechnical aspects of the project
,t j/
at g relating to safety.
)(y involvement is in support of Detroit District and by prior agreement with the District,is limited to geotechnical earthquake engineering issues.
p s, Subseque'nt to the visit. I reviewed the Midland Units FSAR Volumes 1 k 3.
and Volume 7 in a cursory fashion and Sections 2 5-2 56 of the FSAR in detail.
The documents I received were complete up through Revision 27.
i also performed some analyses whose results are summarized in the following I
Plant Fill." paragraphs and reviewed Volumes 1-7 of " Response to NRC Questions Regarding i
j Comments regarding liquefaction potential A MD J
k.
An independent Seed-Idriss Simplified Analysis was performed for the fill he[
area under the assumption that the groundwater table was at or below elevation 610. Forf.10 f
that blow counts as follo@ws were required for a factor of sa:Feround surface ac j
0 f 1 5:
,. -Vncorredt ow tou 5 I
Elevatia Minimum SPT Blow Count
- ft For
- F.S. = 1 5 I
610 14 E
605 16 600 17 595 19 b
t
'For M = T.S. blow counts vould increase by 30 percent.
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a i
i WESGA 30 May 1980 J
SUBJECT:
Visit to Midland Michigan NPP on 27-28 February 1980, A Review of N
the Midland Plant Units 1 and 2 FSAR (Including Revisions 1-27) g The analysis was considered conservative for the following reasons (a) no
/'
i account was taken of the weight of any structure, (b) licuefaction criteria ___/
for a magnitude 6 earthquake were used whereas an4Rc memorandum of 17 Mar 50 )
j considered nothing larger than 5.5 for an earthquake with the peak acceleration level of 0.19 g's, (c) unit weights were varied over a range broad enough to cover any uncertainty and the tabulation above is_ base 4_on_+h --+ < onserv.ati,ve curve described in the above tabulation is compared L
set of assumptions e
e=M
, -t'o'those7or eine[. groundwater tables and earthquake loading conditions in
[t Inci 3.
b I
5 All of the plotted boring logs of the plant fill area _hy%ed. to me-
,/
by the Detroit District, CE, were reviewed. Out of over 250 standard pene-tration tests on cohrjij5nlesr plant fill or natural foundation material below i
elevation 610 M are shown in Inc1 Q the criteria given above are not satisfied in four tests on natural materials located below the plant fin and i
2n 23 tests located in the plant fill.CFEs.e t'e'its are nsTed in-Inc2 2.s I
Some of the tests on natural material Qf_ in the tableyvere conducted at I
depths of at less'than 10 ft before approximately 35 ft of fin was placed 4
over the location. 'diose tests are identified'by the s'yhEo13 anW prior l
g
}I to comparison with the criteria should be multiplied by a factor of about i
2.3 to account for the increase in effective overburden pressure that results i
p from the placement and future devatering of the fill.
6.
Of the 23 tests on plant fill which fail to satisfy the criteria, most are near or under structures where remedial measures an eviating necessity i
for support from the fill are planned. Only b of the tests are under the Diesel Generator Butiding (.which vin stin derive its support from N
the fin) and 3 others are near it.
Because these locations where lov j
i blow counts were recorded are vell separated from one another and are not one continuous stratum but are localized pockets of loose material,
}
no failure mechanism is present.
i T.
In view of the large number of borings in the plant fin area and the conservatism adopted in nur analysis, these few isolated pockets are no N.
threat to plant safety. The fill area is safe against liquefaction in a
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Magnitude 6,0 earthquake or sman er which produces a peak grcund surface acceleration of 0.19 g or less provided the groundwater elevation in the fill is kept at or below elevation 610.
8.
In order to provide the necessary assurance of safety against liquefaction it is necessary to demonstrate the water vill not rise above elevation 610 g,lo 4 i
during normal operations or during a shutdown process and the applicant has i {p decided to accomplish this by pumping from vens at the site. In the event f
of a failure, partial failure, or degradation of the devatering system (and l
its backup system) caused by the earthquake or any other event such as
- equipment breakdown, the water levels will begin to rise. Depending on I
l the answer to Question A oelovconcerning the normals operating water levels in j
the immediate vicinity cf Category I structures and pipelines founded as plant fill, different amounts of time are available to accomplish repair t or shutdown.
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_..___._._.-......_._,.__.__,..__.,__.__._...._.-_....-._.-._m._,_,,
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S*J " 7 : Visit t.o Midland **.:ehi an I;ii on 27-28 February 1930, A Eetiev cf t
the f.*idland Plant Unit s I nn.1 2 FSt.F. (Including F.eviciens '.-27) 9 In response to Question Ch the arp]icant states "the operating groundvater l
level vill be approximately el $95 ft" (page 2h-1).
On page 2h-1 the applicant J
l also states "Therefore el 610' is to be used in the designs of the devaterinc O*
,8 system as the =aximum permissible Groundwater level elevation under SSE con-i
)
ph.t" 8 ditions." On page 2h-15 it i: ntated that "The wells vill fully penetrate f the backfill sands and underlying natural sands in this area."
The bottom of the natural sands is indicated to vary from elevation 605 to 580 vithin the I
t
?
(,ylant fill area according to Ficure 24-12.
Question A, B, and C, which I would like posed to the applicant are as follows:
l A.
Is the nomal operating devatering plan to (1) pump such that the water level in the wells being pumped is held at or below elevatica 595 or (2) to pump as necessary to hold the water levels in all observation vells near Category I Structures and Category I Pipelines supported on plant fill at or belov elevation 595, (3) to pump as necessary to hold vater levels in the vello mentioned in (2) above at or belov elevation 610, or (k) something else?.If it is something else, what is it?
d, B.
In the event the water levels in observation wells near Category I structures or pipelines supported on plant fill exceed those for
,f.,.
nomal operating conditions nu defined by your answer to Question A, what action vill be takon? In the event that the water level in any of these observation vells exceeds elevation 610 whc.t action vill i
I be taken?
C.
Enere are and/or where vill be the observation vells in the plant fill area that vill be monitored during the plant lifetime? At what depths will the screened intervals be? Will the combination-of (1) screened intervnl-in cohesionless soil and (2) demonstration i
of timely response te changes in cooling pond level prior to
\\
dravdown be made a cendition for selecting the observation wells?
Under what conditions vill the alarm mentioned on page 2h-20 be triggered? What will be the response to the alarm?
10.
A worst case test of the completed permanent devatering and groundwater level monitoring systems could be cen.lueted to determine whether or not the 1
time required to accomplish shutdown and cooling is available. This could
{ be done by shuttinc off the entire devatering system when the cooling pond
- is at elevation 627 and determining the water level versus time curve for e each observation well. The test should be continued until the water level I in any well reaches elevation 610 or t.he sum of the. time intervals allotted J
for repair and the time interval needed to accomplish shutdown (should the repair prove unsuccessful) hne been c.sceeded, whichever occurs first. In view of the heterogeneity of the fill, the likely variation of its permeability and the necessity of makinc several su: uusptions in the analysis which was presented in the applicant's rc8 pense to Question 2ka_, a full-scale test should give more reliable information on the available time. Question D is as follows:
D.
If a devatering system failure or degradation occurs, in order to assure that plant to shutdown by the time water level reaches i
elevation 610, it to necessary to initiate shutdown earlier. In
I
'T' WESGA l'.
- h;;
l
SUBJECT:
Visit to Midland Michigan NPP on 27-28 Feburary 1980, A kv;w cf the Midland Plant Units 1 and 2 FSAR (Including Revision: 1-27) 1 y
event of failure of devatoring system, what is the water level or i
f condition at which shutdown vill be initiated? How is that con:iitirn j
je detemined? An acceptable method would be a full-scale verst-crae test performed by shutting off the entire devatoring syste= with the cooling pond at elevation 627 to det' ermine, at each Caterory I structure deriving support from plant fill, the water level :.: which i
a sufficient time vindow still remains to accomplish shutdev:. bercre the water rises to elevation 610. In establishi,pg the Crcundester level or condition that vill trigger shutdown, it is necessar/- to account for normal surface water inflow as well as groundvater recharge and to assume that any additional action taken to repair the devatering system, beyond the point in time when the triccer condition is first reached, is unsuccessful.
I Comments reearding seismically induced settlements
- 11. An ' independent appNximate analysis based on the same references cited
~
gig on pages h-5 of the answer to Question k given in "f.esponses to NRC Requests Regarding Plant Till," the same assumption of dry sand used in the preparatica of Table k-1A of Question 4 and my engineering judgment indicated that the v
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numbers for seismically induced settlement in that table which are for 0.12 g I
and M = 7 earthquake are also reasonable for 0.19 g and a Magnitude 6 event.
j h[.
However, Seed and Silver (Reference 1 on pages k-5) claim the limited field check data for the method only confirms its accuracy 150 Percent. Thus, one has 1.o either argue that the capillary action in those sands above the vater table would inhibit settlements and thus provide the degree of censer-I vatism needed to overcome the uncertainty about the accuracy of the predicticn (as did the applicant in his response to Question 4) or allow for another 1/k in. of settlement. While this latter course of action is probably avail-able to the applicant at no' cost, it is, in sy opinion, unneccessary. In view of the field data discussed in the references cited on pages h-5 of i
the applicant's answer to Question 4, I am fully satisfied that capillary action does provide all the conservatism needed to view the seismically l induced settlements in Table 4-1A as upper bound v ups to the earthqunke shaking described above. %eJd wt ast C.?Ce deSw We es sh Mey.,, ;,.
l Yc' wws a4 edw sw.-4. lood.$
Comments reaarding the natural slopes containing the R/C nipe service water return lines j
1
- 12. The two reinforced concrete return pipes which exit the service water structure and run along either side of the emergency cooling water re.erveir t
8 h) and ultimately enter into the reservoir are necessary for the safe shu'Jovn and are buried within or near the crest of Category I slopes that form the i
sides of the Emergency Cooling Water Reservoir. The reviewer has been unable j
to find any report on or analysis of the seismic stability or calculatten of postearthquake residual displacement for these slopes. While the limi'.ed da a from this area do not raise the specter of any problem, for sa important element of the plant such as this, the earthquake stability should be examined by state-of-the-art methods. Therefore Question E is as f0110vs:
i O
k 0
m 30 May 1980 "J
- JJ: ' licit t vi.:.:nl ::f:hi[ an D
- . 7-N 1 ebruary 1980, A Review of the ::idin:a Tian-Unit 1 m:. FM h (.ncluding Revisions 1-27) i E.
Have ceismic analyses of the rupec leading to an estimate of the permanent defer =ation of the Tiper been perforced and if so, please l
provide a review copy. If none are available, please provide 4
nnalyses to include the folleving:
(1) a plan shoving the pipe
}"h.* *.
I 1ccation with respect to other nearby structures, the slopes of the reservoir and the coordinate cystem; (2) cross-sections showing the pipes, normal pool levels, the s1cres, the subsurface conditions I,p' I
as interpreted fre berings anJ/cr log: of excavations at (e.) a i
location parallel to and about 50 ft from the southeast outside vall of the service water pipe structure and (b) a location where the cross section vill ine3ude both dischar6e structures. Actual boring logs should be shown on the profiles; thair offset from I
the profile noted, and soils sheuld be described using the Unified
{
Soil Classification Systec; (31 diteussion of available shear i
strength data and choice of streucths used in stability analysis; I
(k) determinatien of strtic fa:ter of safety, critical earthquake I
. ceceleration, and location of critical circle; (5) calculatiori of residual m:versnt by the meth;l yresented by.iev= ark (19651 or Makdisi and Seed (1973); and (6) a de cr.ination of whether or not the pipes can function properly after such :ovements.
00-. ente rerirdine the service water structure fouadstien l
13 3e vertical pile support propesci for the overhanc section of_the.
service veter pump structure vill provide the support necessapI_.the
.g(,
stru:tu:e under combined fstaticland seismic inertia 1 1oadim even if the
%9 soil hnder the 'Everh'an.i portion of tire rtructure should 1kuefv1 mv.itmd
- gi pi4pded 10E':TuHistejile 10ad capeities 'are a'chieireb. I have no i
reasen to th' ink thTy won't be ' achieved at this time, an'd"the applicant.has
~
~
{:,l.T 6 ' Ton =itted 'tb a field loading test 7o denOnttrate the pile" capacity, Calcu-i j
a.
12tiens were made by the writer to determine the criti' cal buckling load f'or j ' the l'. in, outside dia concrete filled steel pipe piles assuming them to i
be laterally unsupported over lengths cf h0 and 50 ft with an reasonable f ' 28Junptiens of end fixity and a 3/8-in. pf ye thickness. The worst combination
,' of parameters--stin provides a renerous % tar of safety ag' inst buckling a
under the proposed ultimate lead. Hence, even if the fin material underneath
' [, the eve:han;; sh:uld liquefy and fail te j revide interal support to the piles,
, they sheuld be capable of carrying the vertical static and inertial loads j onti:iyat ed.
Tuny adequate lateral support is provided by structural connectien of the overhang to the rert Of the structure. However, the dynsmie
,1 rcrpr:::e Of the structure _, includin the inertint loads for which the structure i Welf ir desi. ned an'd" Ehe EcEa'nical e.tul;E.en't" voritaIne'd thereim wpuld cha,nje t's a recult of the introduction of the piles. Therefore 'QEe~stion F is as
~'
follev::
i l
y(a!. Please summarize or provide ecylev of reports on the dynamic b-nnalyses of the structure in ite eld and proposed configuration hj
l if su:h are available. For t he 1:.tter provide detailed information On the stiffness assigned to the piles nnd the way in which the g,b 8 tift:. esses were obtained nn.1 chew the inrcest change in interior I
p floer vertical response spectra tecultine frem the proposed H
I
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- ". I '.
WESGA O'l 'iS Febru:.r: 193G,
- .: v f
SUBJECT:
Visit to Midland Michi. a : ::1. c:.
.. li the Midland Plant Unit.- 1 :ui.1 ' F.TI.h (:neludinc *-evisi.:.
3' I
modification. If the pror. sed cenfi(;uration has not yet b. :.
analyzed, describe the nu:tlyses that are to be performed ;ivinc particular attention to the bs::is for calculation or selectier. cf and the range of numerien1 ctiffness values assigned to tht.: vertical Piles.
g ftf F(b). Provide after co:npletion of the new pile foundation, in acer.,rde.ce with comitment No. 6, ite::.125, Consumers Power Cc: pan / me:.:rs.iu-dated 13 March 1980, the results of measurements of vertical applied load and absolute pile head vertical defe.m atics which vill be made when the structural lead is,1acked on the piles so that the pile stiffness can be determined and compared to that ur.ei in the dynamic analysis.
Comments regarding rattlespace at Category I pice penetrations of structure valls Ih. During the site visit the writer obcerved three instances cf what appeared to be degradation of rattJesysee at penetrations of Cates:ry 1 piping through concrete valls as relievs:
West berated vater sters e tr.k - in the valve pit atta:hel to a.
the base of the structure, a Isr{;e diameter steel pipe extended through a steel sleeve p3nced in the vall. Because the sleeve was not cut flush with the vall, clearance between the sleeve and the pipe was very s=all.
p Steue.
W6 ty.p;c.w:s i
[ 6 t +:: a w }
h 1
O*.%,,h ye.
Smed a{
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b Two of the service vnter ripes renetrating the northwest val' Of the service water structure had rettled differentially with recreet c.
to the structure rnd were rectin:- en slightly squashed sh::*t rie:ca of 2 x h placed in the b.'tt.n of the penetration. From the inclination of the pipe, there is a suggestion that the 7:rt !. :::
of the pipe further bnek in the vall opening (which I coul.1 n.'t see) were actually benring en the invert of the opening. The l
t' gr.. - p,, -
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- *ES%
SUMEC":
'*isit to Midland Michican KFF on 27-25 February loSo, A hev cr the Midland Plant Units 1 and 2 TEAR (Including Revisions 1-27)
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bottom surface of one of the steel pipes had small surface irrecu-l larities around the edges of the area in contact with the 2 x k.
l I
Whether these irregularities are normal manufacturing irregularities or the result of concentration of load on this temporary support caused by the settlement of the fill, I have no way of knowing.
=
, These instances are, in my view, sufficient to warrant an examination of I
j those penetrations where Category I pipe derives support from plant fin f
- on one or both sides of a penetration. Therefore, Questions G and H I are as follows
t
}
' t G.
What is the minimum seismic rattlespace required between a 7
{*'
Category I pipe and the sleeve through which it penetrates a van?
j l
H.
Identify all those locations where a Category I pipe deriving support from plant fin penetrates an exterior concrete vant Determine and report the vertical and horizontal rattlespace 4
j presently available and the minimum' required at each location and describe remedial actions plannv as a result of conditions uncovered in the inspection.
i It is anticipated that the answer to Question H can be obtained without any 1-i significant additional excavation. If this is not the case, the decision regarding the necessity to obtain infomation at those locations requiring i
major excavation should be deferred until the data from the other locations
- I have been examined.
Comments rerardina foundation =aterial
{
procerties used in seismic analysis of structures 15 Inclosure 6 shsvs a summary of cross-hole shear wave velocity (Y ) and I
load test data from which it can be seen that the Y for the plant fiS1 is between 500.ac.d 1000 ft/secArom section 3.7.2.k 8f the FSAR it can be
~
} ~calcHaf.ed thatan sverage Vs of about 1350 ft/see was used in the original
~
l dynamic soil structure interaction analyses of the Category I structures.
This is confirmed by one of the vievgraphs used in the 28 February Bechtel presentation. Plant fill Vs is clearly much lover than this value as
't indicated in Incl 6.
It is understood from the response to Question 13
.g concerning plant fill that the analyses of several Category I structures are undervsy using a lover bound average Vs = 500 ft/see for sections l
T j
supported on plant fin and that floor response spectra and design forces i
vin be taken as the most severe of those from the new and old analyses.
The questions which fonov are intended to make certain if this is the case and gain an understanding of the impact of this parametric variation f
in foundation conditions. Questions I, J and K are as follows:
s i
I.
What Category I. structures have and/or win be reanalyzed for changes in seismic soil. structure interaction due to the change in plant l
fill stiffr.ess from that envisioned in the original design? Have l
_/
any Category I structures deriving support from plant fi'1 been excluded from resnalysis?. On what basisi j
7 l
.,,,_. _, -. - - - -. - -. -, ~., _ _.. _. _. _., - - - -, __
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W1:5';A 3r Mcy :'.:.;
SUNFC: Visit to Midland Michira. :;?P on 27-26 February 19M, A Review cf the Midland Plant Units 1 and 2 FSAR (Including Ref sions 1-27) i
...n' s
y N
J.
Tabulate for each old analysis and each reanalysid, the foundation para eters (V, vi knd 'p) used and the equivalent spring and damping 3
constants derived therefres so the reviever can gain an appreciation l
l of the extent of parametric variation periormed.
1 j
K.
Is it the intent to analyze the adequacy of the structures and their contents based upon the envelope of the results of the old and nev analyses? For each structure analyzed, please show on the sa=e plot the old, new, and revised enveloping floor response spectra j, ).
g so the effect of the changed backfill on interior response spectra J
predicted by the various models can be readily seen.
.i
- Cateeorv I retainine vall near the h,
' southeast of the service water tu=t'
, structure Ii 16. This vall is experiencing so=e differential settlement. Boring infor ::a-I tion in Figure 2h-2 (Question 2k, Volume 1 Responses to NRC Requests Regarding
! Plant Fill) suggests the vall is founded on natural soils and backfilled with plant fill on the land side. Questions L, M. and N are as follows:
L. 'Is there any plant fill unierneath the vall? What additional data i
beyond that shown in Figure 24-2 support your answer?
i M.
Have or should the design seis=ic 1 cads (FSAR Figure 2 5 k5) be changed as a result of the changed backfill conditions?
N.
Have or should dyna =ic water loadings in the reservoir be considered
{
in the seismic design of this vall? Please explain the basis of your answer.,
Status of review of geotechnical eartheuake considerations
.. k i
'. 3
- 17. When formal or infer =al ansvers to the questions posed above are available J,
from the applicant, this reviewer ca. quickly co=e to conclusions on all
')
geotechnical considerations which influence safety under earthquake excitation.
I; It would be desirable but not mandatery to vitness the service water pu=p strue-k,.
ture pile load test and the jacking of that building's load onto the co=pleted piles.
9 N
6 Incl P. F. HADALA as Engineer Acting Assistant Chief,
'.r. !
ehring, Detroit Dist gr. Lv=an Heller /Jir. Joe Kane, NRC l
..ir. Jim Sinpson, North Central Div i
8
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MEETING WITH NRC ON MIDIAND PLANT FILL STATUS AND RESOLUTION February 27 6 28, 1980 Midland Site C. Keeley g
^ t.0 INTRODUCTION T. Cooke (Cl I.0 PRESENT STATUS OF SITE INVESTICATIONS l
2.1 Meetings with Consultants and Options Discussed (Historical) 2.2 Investigative Program W
A.
Boring Program B.
Test Pits 1
C.
Crack Monitoring and Strain Cauges i
D.
Utilities 2.3 Settlement A.
Area Noted j
B.
Preload C.
Instrumentation i
i d.O WORK ACTIVITY UPDATE J. Wanseck 3.1 Sununary of work activities and settlement surveys for all Category I structures and facilities founded partially or f
totally on fill I.0 REMEDIAL WORK IN PROGRESS OR PLANNED (Q4,12, 27, 31, 33 & 35)
Ai bOd.
4.1 Diesel Generator Structures 4.2 Service Water Pump Structures 4.3 Tank Farm 4.4 Diesel Oil Tanks i
4.5 Underground Facilities j
'4.6 Auriliary Building and FW Isolation Valve Pits v-4.7 Liquefaction Potential J.-f e.
P NC (q16,; O. 4 > A g
D.{Riat 17 18 19 & 20) -fL*m ed G-
"k."[EVALUATIONOF 5.0 i, aa C
_ 7,74, yg
'UGM, i
t E
B+laris bEWATERING(Q24) 7.0 ANALYTICAL INVESTICATION
- 3. Dhar 28 29, 0 & 34)
Structural Investigation (Q14, 26,bc 7.1 7.2 Seismic Analysis (Q25)
CQ. A o g Structural Adequacy with Respect to PSAR, FSAR, etc.
N 8.0 SITE TOUR All
- 9.0 CONSULTANTS SUtetARY b' N
Peck /Hendron Could/Daviss s
- 1. 0 DISCUSSION All s
I 4.J 3, d
N ATTENDEES g
R. 5. Peck g, J. Hendron. Jr.
m M Harris Burke C. g. Could t#
i suyi Sherif Afift N. T. Davisson S... 418Y Don F.iat C. Croke 31.at Dhar 4
Thiruvengadam p
Bill Paris h b y. d i e " (
S
'J61ius Rote a - C" Jim wanteck-wL -to Y T Karl wiedner g=d John Rutgers Lynn Curtis Al Boos Chuck McConnel E-TEC US Corp Of Enginee,ys,
~
F. Chen J. Brassner
[p,ng RC, Cehri j
rom J
I, o
G Jackson W. Lawhead i.
TuS I..Ceppucci - > b~
J MW C-fy-Tinaldi 4 7
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l R. Con =alis j
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sok US Navy Weapons Center /
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D Summary er " Low" Blow Counts in Cohmionlem Smiln Belew Elev. 6io
\\
N Fill Value
- Cat, or Boring Elev Blovs/ft Location I
Nat'l Remarks SW3 608 11 Service Water Pump Storage Yes F(I Pile support planned SW2 608 11 Service Water Pump Storage Y
F Pile support planned DG18 609 12 Under Diesel Gen. Bldg.
Y F
DG18 607 13 Under Diesel Gen. Bldg.
Y F
AX13 597 7
N.E. of Unit 2 A
F AX13 591 10 N.E. of Unit 2 N
F t
AXk 601 12 Between Unit 2 & Turbine Bldg.
Y F
Underpinning planned AXk 393'
~
19 Between Unit 2 & Turbine Bldg.
Y F
Underpinning planned AX15 595 11 Between Unit 1 & Turbine Bldg.
Y F
Removal & rep 1 w/ cone i
AX15 593 11 Between Unit 1 & Turbine Bldg.
Y F
Removal & rep 1 v/ conc 8
AXT
,605 7
Between Unit 1 & Turbine Bldg.
Y F
Removal & repl v/ cone AIT 59k T
Between Unit 1 & Turbine Bldg.
Y F
Removal & rep 1 v/ conc AXT 590 20 Between Unit 1 & Turbine Blog.
Y F
Removal & rep 1 v/ cone AX5 601 3
Between Unit'l & Turbine Bldg.
Y F
Removal & repl w/ cone AX5 598 k,
Between Unit 1 & Turbine Bldg.
Y F
Removal & rep 1 v/ cone AX11 606 13 Under Unit 1 Valve Pit Y
F Underpinning planned AX11 600 6
Under Unit 1 Valve Pit Y
F Underpinning planned AX11 593 10 Under Unit 1 Valve Pit Y
F Underpinning planned 6
(-
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- ~.
Summary of " Low" Blow Counto in Cohes.onless Soilm Below Elsv. 610 (Centinued)
N Fill Value Cat.
or Boring Elev Blows /ft Location I-Nat'l Remarks DG19 608 3
Under Diesel Gen. Bldg.
Y F
DG13 604 6
Under Diesel Gen. Bldg.
Y F
DGT 598 10 E. of Diesel Gen. Bldg.
N F
DGT 595 15 E. of Diesel Gen. Bldg.
N F
DG5 60%
15 S. of Diesel Gen. Bldg.
N F
?
SW6 600 3
Service Water Pump Storage Y
N-B Pile support planned Db2 58T 21 Under Diesel Gen. Bldg.
Y N-A Ok when corrected 5
606 6
N. Part of Turbine Bldg.
N N-B Ok when corrected 5
604 7
N. Part of Turbine Bldg.
N N-B Ok when corrected D21 59k 5
E. Side of Turbine Bldg.
N N-B 17 603 13 S. Part of Turbine Bldg.
N N-B Ok when corrected CT1 60%
11 N. Coodensate Storsee Tank Y
N-A 355 601 7
NW of Intake Storage N
N-B Ok when corrected DG28 600 9
Between Diesel Gen. & Turbine B1dge, Y
N-B Ok when corrected 22 603 10 N. of Borated Water Storage N
N-B Ok when corrected 21
.602 8
NW of Borated Water Storage N
N-B Ok when corrected I
I e
Shee* 2 of 3
. - = - - -.
-. ~
+. -
Susumary rf " Low" Blow Count 7 in Cohe.onlean Soils Below Elcv. 610 (Concluded) 1 t '-
N Fill
).
Value Cat.
or h
Elev Blows /ft Iocation I
Nat'l R
rks l
l 2
599 4
N. Part of Auxiliary Bldg.
Y N-B I
2 596 15 N. Part of Auxiliary Bldg.
Y N-B Ok when corrected g
10 600 13 N. Part of Auxiliary Bldg.
Y N-B Ok when corrected 10 596 IT N. Part of Auxiliary Bldg.
Y N-B Ok when corrected l
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' I I Ia R
RANGE OF MINIMUM SHEAR WAVE VELOCITY BASED ON RESOUND OF.
W 0 ESEL GENERATOR BUILDING f j=
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BECHTEL Y "" '
ANN ARBOR O CONDENSATE' RANKS AREA BORATED WATER STORAGE TANKS AREA MIDLAND POWER PLANT DE SERVICE WATER PUMP STRUCTURE SHEAR WAVE VELOCITY PRO
~
00 PLANT AREA FlLL D A OIESEL GENERATOR BUILDING eatw'ao NS
- 9 '
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f; w,L a
ATTACHMENT 41-1
,/.}2-N Estimate 1) pile downdrag loads and 2) ultimate pile capacity A.
ASSUMPTIONS 1
1.
Pile Size and type:
14-inch (9) closed end pipe pile, 0.594-inch wall thickness Driving meth'd: Top driven, predrill required between o
el 634' to 600' Pile length:
Pile tip at el 580, thus pile length 47.5 feet (el 627.5' to 3 :,,3..
el 580'), actual pile length may
_ J4" vary af ter the' pile load test is E3 performed
~
2.
Soil 10 Downdrag load will occur only for the portion i
of the pile to be embedded in the fill.
{~
Because the natural soil is heavily precon-solidated, the drained soil parameters are
- '; e r. appropriate to use for calculating the 3.4p.f.m;". g:,',-
3.
f-ultimate pile capscity.
After installation of the permanent dewatering
.f',
system, GWT at the northern end of the structure-j will be lowered to'el 595,'.
o i
T B.
METHOD OF ANALYSIS
.:i-1.
, Soil profiles and parameters:
Soil profiles were """
based on all borings made in the vicinity of the north end of the service water pump structure where the underpinning piles will be installed
~~/
(see Figure 41-2).
The profile is simplified as follows for analysis.
I s
v
/1 i
(
(Sheet 1 of 4)
Revision 10 Z. -
11/80
... ~ -..
.. - -. - ~ - - - - - - - -
. - - - - - ~ ~
.i -
i.
a.(
Final plant grade 4=
n (el 634')
i Y = 130 pcf Bottom of corbel and top of piles (el 627.5')
F
- = 29' Fill SAND 1
{
c = 260 psf (el 617')
F CLAY B ttom of predrill 2
(el 600')
u u
Y,y T3 psf i
U Natural F
SAND &
3 I
- = 32' Soil CLAY (Bottom of pile)
D= 590 ' psf 4
MIXTURE (el 580')
h
(? ~
4 10 1
)
i Definitions:
F, F, and F3 = side friction of the pile y
2 j
F4 = point resistance of the pile a
Soil drained parameters for the fill were derived from the
[
consolidated undrained triaxial (CIU) tests-with pore water
.L measurements, performed by Goldberg-Zoino-Dunnicliff.
(See Figure 41-4 for c-3 Plot and Volume 6 Tab 146 of Responses I
1 to NRC Requests Regarding Plant fill for laboratory data.)
l Soil-drained parameters for the natural soil (approximate el 600' to 580') were obtained from consolidated, ' drained tests performed by Dames and Moore.
(See Fi j
FSAR Appendix 28 for laboratory data and,c-$gure 39-4 and j
plots.)
1 1
I Also, blowcounts versus elevation plots were made as i
shown in Figure 41-5.
)
^
2.
Calculation of Side and Point Resistance (F, F and g
2 13, F )
4 i
Formular Side resistance of pile = WDH Trh an 6 + w DHC t
i t
(
0 f
i
(
(Sheet 2 of~4)
Revision 10 11/00 J.
.y
.y3--y c.-.,v,,.r--v,
,wr--
..-e-w,-,-w-#,,,yeg.
v - v yn.
w.,
-~.*y-p-v
-g--.y,-
,v,.,
,-,L.--,,-,e-r--
e
,,_.ma
.as~~
esee, m - n wor -~~~
~pm***~-
l.
4 i
where D = outside pile diameter a
t i
M = length of pile i
ch = K o, effective horizontal overburden pressure o
at the middepth of the pile, Ko = 0.5 6 = friction angle between pile and soil C = cohesion between pile and soil i
i a)
F and F y
2 i
According to Potyondy (Geotechnique Journal September, 1961, pp 339-353) published by thw 4
Institution of Civil Engineers, London) 4 6/8= 0.65 c/c,,, = 0.35 for clayey sand thus 6= 0.65 x 29 o
i C = 260 x 0.35 10
~
i wk+14/}2x27x260x.35= xx 14/12 x 27 x 1313 x tan (0.65 F
F g
i j
g j
l
= 53,365 pounds l-
=27 tons i
Also, two alternative methods have been used i
- 1) 6= 25' c = 0, and 2) Meyerhof empirical approach to calculate F and F These i
t 2
j values are 30 tons and 24 ton.a, respectively.
b.
Calculation of F 3
i Soil-drained. parameters:
i=5 psf and l
8 = 32 h effective overburden press e at middepth of layer F3
{
= 39 x 130 + 5 x 67.6 = 5408. psf K = 1-sin) = 1-sin 32' = 0.47 d
3 = F,[7, i
l 1
i
{
(Sheet 3 of 4)
Revision 10 11/80
4
. ~ ~. - - - - - -
- =
(~S According to Potyondy, the friction angle l
between steel and soil is (9.65 and 0.8) of P.
For conservatism 6 = 0.08 x 32' = 25' c=0 F = 2 tr N (24 tan d ) + 2nVM C 3
=28 (7/12)(20)(5,408)(0.47) tan 25
= 86,882
=44 tons i
c.
Calculation of F4 Soil-drained parameters: I 1
10
[
3 = 32* and C = 590 psf 4s M'
l 9 = yNy + CN, + q ' N (Sowers & Sowers,page 461) 0 q
k-g,"
N,= 80; N = 80; N = 130 g
g
((
9o= 1.17(130) x (80)/2 + 590(130) + 6,084(80)
\\
= 590,624 pef l
O = Axq, a w(7/12)2 x 598,624 639,931 pounds a
=
320 tons
=
i
SUMMARY
AND, CONCLUSIONS Downdrag loads = rg+F2 "3D'IO"'
l Ultimate pile capacity = rg+F2*#3*I4
= 391 tons (Sheet 4 of 4)
Revision 10 11/80 P
j s
j
.. _. ~
s i
i
(
P ATTACMMENT 41-2
[
l I
Estimate the possible ditforential settlement between the i
pile supported end and the portion placed on glacial till.
l j
A.
STRUCTURE DESIQN INPUT h
i I
1.
The service water pump structure consists of two i
I met foundations one mat foundation on natural soil at el 547' (superimposed load intensity J
25.4 hat): the other met foundation on fill at i
l el 617' (superimposed load intensity el kaf).
\\
I 2.
The southern end of the structure faces the cooling i
}
pond with operating pond elevation at 427 feet j
with the dewstering system in services the ground-i water table at the northern end of the structure l
will be lowered to el 595'.
j j
i 3.
The original ground surface and GWT at the site is ti at el 603'.
The final plant grade is el 634'.
1 4.
The dimensions of the structure are shown A
below.
i L
M' J
i i
f r
i
(
"1 r l
I
- g 1,000 psf l
}
(el 617')
5 5,375 pet (el 587')
(service water pump structure) l i
1
.ll I
Plan View of Service Water Structure I
i i
t 4
\\
(Sheet 1 of 6)
Revision 10-11/90 6
,..n_--.
i i
t 8.
ASSUMPTIONS t
i 1.
Loads l
The estimated settlement for the lower portion mat foundation of the service water pump structure was based only upon the static plus live loads of 5,37 sf.
The effects of the piles and the
{
acen't circulating water intake structure were i
neglected due to the substantial distance between the piles and the mat foundation and the low load j
intensity of the circulating water pump structure.
F i
i 2.
Soils The natural soil where the lower portion of the service water pp structure was placed and the underpinning plies to be installed are overconsoli-10 dated and behave essentially elastic under struc-tural loads which do not exceed the pre lidation j
pressure.
Preconsolidation pressure ~6f KI 8'ggg,;
=
soil estimated by pomes a Moore is at less 5
j 20 ket.
'Ah*6 *'
The soil profile and parameters are tabulated below, f
)
('
Layer Shear sla,atic i
Elevation Thickness Strength A ulue
[
I kgg3I _ (ft)
(ft)
(su) ket /I600 su 1(kaf) roundation 403 I# 0 ###
elevation A
(507) 5s 2. 5, 20.5 j(gL, 2,400 w'
[
562.0 20.5 f 6.0 3,600 543.0 19 l
0.0 4,000 D*
~,
/
i 40 li 8.0 4,000 503.0 a
g
\\t
)
343.0 140 8.0 4,000#
i i
i (Sheet 2 of 4)
Revision 10 11/00,
_..,.. _... _. ~.,,. ~. _ ~. + -. - -
- - -. ~ ~. -
- - - ~ ~ - -
~
3.
Settlement Dewatering settlement has been estimated to be
%0.48 inch for the area below the pile tips and 3
0.1 inch for the portion of the service water structure supported on natural soil.
These values are based on the assumption that the groundwater table below the pile tips will be at el 595' during operating conditions.
The water'Ea5fe for the portion of the structure supported on natural soil is assumed to be at el 620' during operating conditions.
It is planned to jack the piles after the dewatering settlement takes place, as discussed previously.
The time dependen't settlement after pile jacking is calculated below.
10 Because the natural soil is heavily preconsoli-dated and the added net structure load intensity will not exceed the preconsolidation pressure, it is reasonable to assume that 80 percent of the estimated ultimate settlement will. occur rapidly ~
as the loads are applied, and 20 percent of the.
estimated ultimate settlement will be -time depen-dent.
Therefore, the settlement from the time C. '
after pile jacking to the end of building servicd life can be calculated as follows:
[ ultimate settlement based on deadloads + live r
loads and GWT at 627] x 0.2 1
Calculation of the structural net load intensity for GWT at 627':
5.375-(0.0624 x 40)-[0.'0676 x (603-587)] = 1.82 ksf Calcul-ate the ' induced stress at the center of the mat foundation (Poulos and Davis, Elastics Calculations for Soil and Rock Mechanics, Table 3.14, p 55).
I
~
l l
\\
s s 9
V'
- r s
t
/
s
-(Sheet'3 of 6)
~'
11 '
g
. Revision 10-T 11/80
$g
}*
s O
\\fi
.g LN
~
..:,.... m.
.-~.:..
. ;-- ;- - : ::.:. :.. ~=:.- :;..= -- -. =.~. -- -.=. ; - -- - -.; _v~ _. _, w,,
Depth from GWT at gds- __ 's Foundation 627 s
Elevation Stress Induced Settlement 1=37' Layer (to Midlayer) Z/1 Factor (ko) Stress
/E x II H
C l
}-
A 2.25 0.06 =1.0 1.82 0.04095 b=45 t
D 14.75 0.4
=0.964 1.7
=-... 5 4 9 0.11992 90,
+
C 34.5 0.94
=0. 7 6 '
l.3832 0.0657 D
G4.0 1.73
%.445 0.8099 0.081
% 3, b
E 154 4.16 0.12 0.2184 0.07635 7 = 1.2162 IO.384" Thus, the estimated settlement at the center"of mat foundation-
= 0.2 x 0.384" or 0.078".
As discussed previously, the effects from the piles and 10' circulating. water intake structpte are neglected.
Therefore, n
the above value is rounded to g nch.
C.
PILE PORTION The underpinning piles at the northern end of the 3
service water pump structure will be top driven and f,.
_s
'l penetrate to the natural soil.
All the piles will be
[
.s>
preloaded to a value greater than the dead plus live loads by jacking against the existing building.
The piles will be divided into four groups as shown in Figure 41-1.
For settlement analysis purposes, the following assumptions are made.
?.
1.
The settlement of each pile group is independently calculated.
2.
The induced stress versus depth due to each pilo group acts independently.
3.
The pile tip is at el 580'.
a
Ok -
(Sheet 4 of 6)
Revision 10 11/80 w
n ~ s' 4.
The load distribution of the pile group is distributed as shown (3.5 fee't x 15 feet).
1.5' m
JL JL, 3
1 " 7'5 1
t
-X 3'
b = 1.75, p
- [
b/1 = 0 233 I
lEs 3
Jf.
3 (75 3
5.
The load intensity is
= 16 ksf
,5 x 5
6.
(Because all production pile.s will be preloaded, 10 80 percent of the settlement will occur during the
[k' reload.
D.
CALCULATION (0*
g '.l
)
1.
Calculate the net load intensity.
hp 3
6 b
16 ksf - (595-580) x.0624 = 15 ksf
- h.,;.
5
~
Calculate the induced stress versus depth at the 2.
r center of pile group -
Depth from
'l-Foundation Stress.
Elevation Factor OJZ d.
Layer (to Midlayer)
Z/1 (k.)
Aa (15 x k.)
AA.= H x E
]:.
A Foundation
.[
below this layer
/
B 9
1.2 0.172 2.58 0.l'52 C
27.5 3.67 0.032 0.48 0.02 D
57 7.6 0.008 0.12 E
138 18.4 0
0 I0.172" Thus, the time-dependent settlement = 0.172" x 0.2 = 0.034".
. 7-This is-rounded to 0.05 inch.
~J ;
(Sheet 5 of 6)
Revision 10 11/80
e
'N Therefore, possible future differential settlement between the pile supported end and the mat foundation =
to 0.05" - 0.1" = 0.05" (foundation settles more than piles).
i 4
J-
.W
't
- c.< ~..;s
. p-9
?;
n,
.m..
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- s..
s
.,p-
.i
~,
l l
l t
$.s v%
i
..")
. (Sheet 6'of 6)
[
~ 11/80 Revision 10
~~
l~
+
l
-9 c
m-,
24 a% -
9
.4
(~~ h ATTACHMENT 42-3 ULTIMATE BEARING CAPACITY OF i
THE CAISSONS AND CAISSON GROUP The calculations made below are based on the preliminary design as shown in Figures 42-2 and 42-68.
If alternative designs are used, the design criteria specified in Response to Question 42(1) will be met.
1.
Assumptions a)
Caissons:
1.
The caisson group consists of 13 caissons arranged to
'va"il; = r.oment equal to or greater than.325,000/ Root-kips at column rows 5.3 ang
,.o.
2.
Each caisson will be 4 feet outside diameter.
The tip of each caisson will be at least at el 576' or below.
For each caisson, at least the last 4 feet of penetration into natural soil will be hand dug.
/
3.
The caisson group occupies an area approxi-(
mately 18' x 18'.
l b)
Soils:
The caisson will be partially embedded in fill and 10 the caisson tip will be seated at least four feet into natural soil.
Downdrag loads will occur only for the portion of the caisson to be embedded-in the fill.
B' fore. installation of these caissions, a construction e
dewatering system will be implemented to lower the groundwater.
The groundwater table during the operating condition is at el 595'.
2.
Method of Analysis a)
Soil profiles and parameters:
Soil profiles were based on all borings made in the. vicinity of the electric penetration area where the underpinning caissons will be installed (see Figure 42-2) and simplified as follows:
/
Sheet -1 of 6 l
Revision 10-11/80 H
- - + - -
~
pc;y CL' rm (M. des)
{
(*o*N w
I-A Den *
+
p.g 8
E e *Pf m'
su
.. h a dfr.JtPer)
-~
3.,
h E n=4! +..
m rf zcu, f qq r=uurd n
r am) p.n' c.s y4 y
E&
W I
98
- a. ar.
sebwerf 1'*
s=d i
Soil drained paramete'rs for the fill were derived from the CIU tests (consolidated undrained triaxial i
tests with porewater pressure measurements) performed by Goldberg-Ziono-Dunnicliff and Assoc-iates (GZD) (see Figure 41-21).
Soil undrained parameters for the natural soil were taken from FSAR Figure 2.5-33 based on Ou and 3 tests.
Soil drained parameters for the natural soil ( el 600' i
to 580') were obtained fro:n CD tests performed by i
Dames & Moore (see Figure 39-1 for E-J plots and FSAR Appendix 2B for laboratory data).
Also, blowcounts versus elevation plots were made -
10-as shown in Figures 42-70, -71, -72, and -73.
.i The bearing capacity calculations consider two aspects a)
End of construction case 1.
Individual caisson
-p 2.
Caisson group b) operating condi. tion during life of the plant -
caisson group cinly 4
Case la. End of construction-individual caisson When the first caisson is installed, it will be surrounded by backfill.
The caisson tip (el 576') will be at least 4 feet into the natural soil.
i Sheet 2 of 6 Revision 10 i
11/80
-.m r-rsws-
,w
-w w-w. wee--i~
-r.w.5--
y-g
- p+---..
y.
m w
m-.,
-s es y9qiew
- = >
T-Because R = 2' and Dg = 33' D >>R (consider a deep foundation) f For a deep circular footing, Terzaghi and Peck propose iR Og = WR (0.6 Y RN
+-
C Nc + Y D N ) + 2fn RD r
g g
where C = 6 ksf g&f e J
9=0 J
~
Y = 130 pcf t
i J
N
= 5.14 N' = 1 J
(#
N
=0 r
f = friction force between soil and caisson A
[
Dg=4 JJ x
.s i
I, v
i
~
fg:I
,Og = xx 4(1.3 x 6 x 5.14 +.13 x 33) + C x xxx2x lo[
r,
, kips - b A W-S(d %f,tlet M C% '
7
= 557.8 + 301.6 = 859.4 5uperimposed load
= 4,000/13 + 0.15 x 33 x WR
= 369.9 kips l';.
, ~.'
F.S = 859.4/369.9 2.32 t
Case Ib. End of construction-caisson group i
Af ter all the caissons have been installed and act as a group.
The caisson group occupy an area of 18' x 18';
consider as a square footing B = 18' Dg = 33' D >>B (deep foundation) f g
For a rectangular footing, Terzaghi & Peck propose Og=B
[0.4 Y BN + 1.3c N + YD N ] + M BD r
C gg g
Sheet 3 of 6-Revision 10 11/80
....-s
<.m _ #_w En su where h
.v c = 6 ksf 9=0 d
.qse N
= 5.14 CF f hi N
=1
- d 8N 9
N
=0 M
Y = 130 pcf Y
f = friction force between soil and caissorr
/.
Dg=4
\\-
h t
t-Og = 18 x 18 1.
x 6 x 5.14 +.13 x 33 x 1] + 4 x 6 x 18 x 4
= 16,110.4 kips Superimposed load = 4,000,+ 18 x 18 x 33 x.15 i
= 5,603.8 ki'ps TE 1
F.S. = 16,110.4/5,603.8 2.87 Case 2)
Operation condition during life of plan caisson group only Use drained soil parameters c = 590 psf J = 32' i'
O
=B (0.4 Y BN + 1.3c N + YD N ) + 4f BD f
g g
where P = 32' N
= 35.49 c
N
= 23.18 9
N
= 30.22 Y
(from Vesic's table of bearing cupacity factors)
O
= 18 x 18 x [0.4 x (.13 - 0.0624) x 18 x 30.22 + 1.3 x.59 x 35.49 g
+(.13.0624) x 33 x 23.18] + 4 x.59 x 18 x 4 e
cd
= 18 x 18 x [14.71 + 27.22 + 51.71] + 170
's./
= 34509.36 kips Sheet 4 of 6 Revision 10 11/80; w
n
=2-2._. rc.. c.; ;: :.-. :_.. ;;.
e eat k'"
Imposed loads on caissons 1.
Structural load 4,000 kips 2.
Caisson plus soil loads.15 x 18 x 18 x 3 3 = 1,603.8 kips 3.
Downdrag loads a)
There will be no downdrag loads from reactor containment buildings and feedwater isolation valve pits.
Because the reactor containment buildings were placed og glacial till and valve pits will be resting on concrete on top of the glacial till.
~
b)
To address the possibility of downdrag loads from the turbine-generator building and auxiliary building penetration rooms, the following calcula-tion was made from Potyondy's suggested relationship, (Geotechnicue. December 1961 published by the Institution of Civil Engineers, London, pages 339 i
through 353) i Calculate by Potyondy suggestion
[.
.32
,a 8,3 6/J = 0.65 C/C,,, = 0.35 10 h a (= 0. 5q,'
[
a)
From auxiliary building side For fill f = 29' C,,, = 257 psf..
6 = 0.65 x 29' =.18.85*
C=C x 0.35 = 89.95 psf max Calculate %7 at el 584' 14 x 130 + 11(130 - 62.4)
=
1,820 + 743.6 = 2,563.6
=
Average effective stress (14 x 1,820 x 1/2 + 11 x 2,191.8)/25
=
9 Sheet 5 of 6 Revision 10 11/80 m.
.--s
, s.
9
?
enc ~'s e
' ?.
= (12,740 + 24,109)/25 = 1,474 psf o'h = 0.5 x 25 x o' y
0 downdrag = 0.5 x 25 x o'x tan 18.85 x 15 + C x B x D
= 0.5 x 25 x 1,474 x tan 18.85 x 15 + 89.95 x 15 x 25
= 94,355 + 33,731.3 = 128 kips b)
From turbine-generator building Effective stress
= 1,474 + 3,000 = 4,474 psf 3,000 psf is the surcharge effect due to building loads ok = 0.5 x 25 x o' downdrag = 0. 5 x 25 xa' x tan 18. 85 x 18 + 89.95 x 18 x 25 0
= 343,672.2 + 40,477.5 teL
- q
~
= 384,149.7 = 384 kips.
.[i d>
%c total downdrag = 128 + 384 = 512 kips
.)
Also, downdrag loads were also calculated by the other two methods:
- 1) Meyerhof empirical approved and 2) by assuming that 6 = 25*.
Their values were 598.4 and 593.3 kips respectively.
It is decided to use 565.7 kips for conservatism.
(30,509.36 - 598.4) pg _4,000 + 1,603.8 + 598.4
= 4.82
==
Conclusion:==
The bearing capacity calculation of the caisson group l
for the operating condition assumes that the caisson group acts independently.
In reality, the caisson group will be tied to the valve pit (FIVP) concrete block and the calculated factor of safety will be even higher.
2.~
'.6 Sheet 6 of 6 Revision 10 11/80 1
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RESUME r
p NAME:
JOHN M. BRAtNER 1
L".
BIRTH DATE:
8/25/26 i
(/
f EDUCATION University of New Mexico 1948 BSME EXPERIENCE Rockwell International - ETEC July 1973 - Present Stress Analysis of Piping systems and components per the applicable ASME'and ANSI Codes.
Included were analysis of cxtensive piping runs, valves, hangers, pressure vessels, fittings, and supporting structure.
Also, participate in the writing of design specifications and review-ing vendor designs and analysis.
Rockwell International - B-1 Division Feb.1971 - July 1973 Lead engineer responsible for loads and stress analysis ~ of all company designed components and auxiliary components of the B-1 main and nose landing gears, and the review of loads and stress analysis reports of vendor designed components.
/
Rockwell International - Atomics International Sept. 1969 - Feb. 1971 Lead engineer of a study to determine the post impact configuration of a SNAP reactor after impacting the earth at the conclusion of its life in space.
Included a analytical study, setting up and conducting a test program to verify analytical study, and evaluation of test results.
i Rockwell International - Rocketdyne
. Aug. 1965 - Sept. 1969 Stress and load analysis of cryogenic and hot gas valves and control devices used on rocket engines.
Rockwell International - Atomics International May 1964 - Aug. 1965 Responsible engineer for development and procurement of NAK components used on SNAP 10.
l Dec. 1960 - May 1964 Arthur D. Little Inc.
Staff member in applied mechanics - Structural and dynamic analysis of cryogenic piping systems for hardened missile sites, and consultant to Air Force on fabrication and installation of these Systems. Design, F
development, fabrication, and installation of a fluid bearing test stand j
U "p for a large rocket engine.
In charge of field installation.
Y
't Douglas Aircraft Oct.1954 - Dec.1960 I
d Structures Engineer - Stress and load analysis of aircraft components.
Sandia Corporation Aug. 1948 - Oct. 1954 Project engineer responsible for design, analysis, development, procure-l
')
2-
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r.,~..,
i ti E
?.
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l i
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l ment and final evaluation of atomic weapon mechanical components including E
ballistic cases, seals, quick disconnects, fusing and firing components l
and handling equipment.
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t RESPONSE TO SERVICE WATER PIPE CONCERN
+
During the February 27 and 28, 1980 NhC/ Consultants site visit, concern was expressed regarding the penetrat'i'on of the service water pipes through. the,
northwest vall of the service water structure. It was sugg.s,ted that the pip-ing =ay have experienced differential. settlement relative to the building. and may be over stressed due en contact between the' pipe and the.. wall penetration.
This cbservation was based on deformed 2 x 4 wedges placed at the bottom of the wall penetration and some apparent irregularities on the surface of the service water pipes.
Wedges similar to those observed during the February 27 and.28 sit's visit are consenly used as temporary support to assist in the erection of large pipe. The wedges are used to :naintain clearance and provide support to the 4
pipe during the erection phase.
As a result of the concerns the wood wedges were removed and inspections were 2
Perfor=ed to evaluate the condition of the pipe. The inspection,results are as follows:
1.
No love =ent of the pipe was observed due to the removal of* all of the wood wedges. Hessurements were ta en before and af ter wedge removal 'in order to verify there was no relative movement.
2.
After removal of wood wedges,. visual inspections were performed to deter
- i mine the clearance between the pipe and the sleeve.
In all cases the. pipe l
was not in contact with the pipe s'leeve. Measurements were taken between WW[
S w.w
y
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.: 3
't
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y the pipe and the sleeve with the'ainimum clearance observed at'the bottoa of the pipes, to be approximately 7/8 inch.
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Af,ter removal of wood wedges, the wedge contact area, and surrounding areas
\\
were examined for any irre'gularities. The examination revealed that the i
pipes had incurred no damage. In some cases the coating protection had been damaged due to the insertion of the wedges. This is not a problem since the pipe reating is not requited inside the building. The purpose of the coat-1 j
ing is to protect buried pipes from corrosion.
Inspection performed af ter removal of the wood wedges clearly demonstrate that the pipe 'was. set in a stressed condition nor had differential settle-ment occurN between the building and the pipe.
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NUCLEAR REGULATORY COMMISSION e
77m. c -
leE
- g. $. h45r WA$MINGTON, D. C. 20SSS OCT 2.01980 Docket Nos. 50-329/330 OM p
Mr. J. W. Cook Vice President 1
=
Consumers Power Company 1945 West Parnall Road Jackson, Michigan 49201
Dear Mr. Cook:
\\
Subject:
Request for Details of Stress Analyses for Underground Piping On September 8,1980, members of our Mechanical Engineering Branch and our consultant Energy Technology Engineering Center (ETEC) discussed with your i
staff by telephone, differences in bending stresses in underground piping due to differential soil settlement at the Midland site. The discussion regarded 4
significant differences in the results calculated by ETEC compared to results reported by Table 17-2 of your " Response to the NRC 10 CFR 50.54(f) Request Regarding Plant Fill," Revision 2, dated July 9,1980.
A comparison of the maximum bending stresses due to soil settlement for three service water lines and one condensate water line are indicated by Enclosure 1, consisting cf your Table 17-2 merked to add the ETEC results. The ETEC stress calculations are based upon an elastic analysis using certain conservative i
assumptions with their in-house computer program, the results of which are verified by a simple hand calculation. The ETEC analyses indicate that the maximum bending stress due to soils settlement for several of the pipe profiles from Figures 17-2 and 19-1, last updated by Revision 5 of your response, i
?
already exceed the ASME Code allowable stresses and the material yield strength.
The rapid change in slope in some areas of the lines indicate the existence of high local stress. The nodal points, output and other assumptions for ETEC(s computer analyses are given in Enclosure 2.
h We believe reconciliatica of your results with those of ETEC warrants your prompt attention. We request that you provide ETEC and us with the details of your methodology, assumptions and inputs used to obtain the results reported by Table 17-2 within one week of receipt of this letter. Upon examination of these details, we propose a prompt follow-up meeting, if appropriate, to resolve these differences. Please contact the licensing project manager if you are unable to meet this schedule and to arrange this meeting.
Since ly, O
y Robert L. Tedesco I"'
Assistant Director for Licensing 4'
Division of Licensing g
Enclosures:
+
,As stated cc: See next page m/
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i cc: Michael I. Miller, Esq.
Mr. Dun ' van Farowe, Chief
- Ronald G. Zamarin, Esq.,
Alan S. Farnell, Esq.
's
' Division of_ Radiological Health Isham, Lincoln & Beale Department of Public Health P.O. Box 33035 Suite 4200 Lansing, Michigan 48909 1 First National Plaza Chicago, Illinois 60603
^
James E. Brunner, Esq.
, William J. Scanlon, Esq.
Consemers Power Company
.2034 Pauline Soulevard 212 West Michigan Avenue Ann Arbor, Michigan.48103 Jackson; Michigan 49201
\\
U. S. Nuclear Regulatory Commission s
Myron y. Cherry, Esq..,
1 IBM Plaza Resident Inspectors Office Route 7 Chicago,' Illinois 60611 iMidland, Michigan 48540 Ms. Maiyisinclair 5711 Summerset Drive Ms. Barbara Stamiris 5795 N. River Midland, Michigan 48640 Freeland, Michigan 48623 Frank J. Kelley, Esq.
Ms. Sharon K. Warren ~,
Attor'nepfGeneral 636 Hillcrest State of Michigan Environmental Midland, Michigan 48640 Protection Division 720 Law Building s
Lansing, Michigan 48913 Mr. Wendell Marshall c
Route 10 Midland, Michigan 48640 o
Mr. Steve Gadler 2120 Carter Avenue St. Paul,sMinnesota 55108'}
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cc: Commander, Naval Surface Weapons Center ATTN:
P. C. P.uang G-402 White Oak 4
Silver Spring, Maryland 20910 Mr. L. J. Auge, Manager i
Facility Design Engineering Energy Technology Engineering Center P. O. Box 1449 Canoga Park, California 91304 Mr. William Lawhead U. S. Corps of :ngineers NCEED - T 7th Floor 477 MichiCan Avenue Detroit, Michigan 48226 Charles Dechhcefer, Esq.
Atcmic Safety e Licensing Scard U. S. Nuclear Regulatory Co= ission t
Washington, C. C.
20555 Mr. Gustave A. Linenberger Atcmic Safety & Licensing Ecard U. S. Nuclear Regulatery Commission Vashington, D. C.
20555 Dr. Frederick P. Cowan Apt. 5-125 6125 N. Verde Trail Ecca Raten, Florida 23433 1
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TABLE 17-2 SETTLEMENT STRESSES Or. PROFILED SYSTEMS seismic'
- Location Profile Code b b( 8CSU//.f Category Shown in shown in stressIII A110wablo (2)
Line I
_rigure riguro
_ (ksi)
(ksi)
{g68 Service water lines 26*/36"-00tec-16
__ 4 if.I.
[*SP d Yes 17 4 17-2 14.0 52 5 26"/36*-0 lac-19 Yes 17-1 17-2 27.0 52.5 24" a
-54 ven 11-1 & 19-1 17-2 5 19-1 22.0 52.5
- 2. /2. f.
2 /2. 2-i +
_ 26*=0HSC-55 Yes 17-1 a le-1 17-2 a is-1 27.a u, s IS"-0HDC-27 Yes s p g. t 8"-1HSC-51 31.9 4)e8
,6 Yes 19-1 19-1 17.7 45.0
& $.. /
jyr f_
5 "-10s ec- 0 2
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Yes 29-1 19-1 11.5 45.0 8 "-188BC-311 Yes 19-1 19-1 24.1 45.0 2
26*-1J80-2 No 19-1 19-1 23.O 47.1 26*-2J80-1 Wo 19-1 19-1 16.1 47.1 i
Condensate water line I
_20*-INCD-169 Wo 17 1 g 19-1 17-2 & 19-1 22.0 47.7
/ 9f, g fyg,g a
(1)
Analytical values generat.ed from settlement gage date.
Equation 10s., A. CME Section III, Division 1, Subsection NCThese zones will be subjected to further investigation in several sones.
(2)
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- * * * *,1 NOV 1 3 1978 MEP.0RAN0 tat FOR: Domenic B. Vassallo, Assistant Of rector l
for Light Water Reactors. NRR FROM:
Samuel E. Bryan. Executive Officer I
for Operations Support, IE i
SUBJECT:
INFORPATION TO BE CONSIDERED FOR BOARD NOTIFICATION -
REPORTED SETTLEMENTS IN DIESEL GENERATOR BUILDING i
AT MIDLAND The enclosed information is being forwarded for consideration and possible Boarti notification. Your contact on this matter for additional technical infor:setion is R. E. Shawnaker, ext. 27551.
We request to be informed whether or not this matter is transmitted to the Board.
N Samuel E. Bryan, Executive Officer for Operations Support, IE
Enclosures:
- 1. memo Thornburg to Gower dtd 11/9/78
- 2. memo Keppler to Thornburg dtd 11/1/78.
i ec: w/o enclosure J. G. Cavis H. D. Thornburg
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f ms co.o.c.a ses l
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ggcy 3 197i Dockat No. 50-329/330
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Geor9e C. Gwer. Acting Caecutive Officer for
- MCMCRAND'M FCR:
Operations Support,,IE J
~~
i FRGl:'
Harold O. Thornburg. Director. Division of Reactor Construction Inspection. IE
~
i REC @iMENDATION FOR 80ARD NOTIFICATION RELATIVE TO SUSJECT:
REPORTED SETTLEMENTS IN THE DIESEL GENERATOR BLDE.
I CQ1 PLEX AT MIOLAND Forwarded for action is a recent problem reported at the' Midland site.
s I
- We art recomending that this matter be brought to the attention of
(*
.-: the Board for the Midland Plant. Units 1 and 1.
).
This subject was reported to Region III on Septw.ber 7.1978 as a 10 i
.CFR 50.55(e) item. On September 29,1978 an interim report was submitted.
24-27, 1978 Region III 1:onducted an inspection During the period of Cctober As a result at the site to examine the details of the reported problem.
of that inspection'RIII in a memorandum dated November 1.1978 (Encicsure).
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recomended Board notification.
J-We have reviewed the matter'ar.d have reached th'e conclusion that the Board should in fact be notified. In addition, we tre preparing a Transfer of Lead Responsibility to NRR. We are also reviewing the sub.iect for nossible enf orcament action.
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Enciosed are the pertinent d'ocuments we have available at the present time. If you have any questions on this matter please contact us.
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Harold D.
om urg Director l
Division of Reactor Construction Inspection t
Offic..e of Inspection and Enf'orcement i
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Enclosure:
Memo from Kappler to
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Thornburg. Ncvember 1.1978 r
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NUCLEAR REGULATORY CQMaattSION l
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n osoio= m vee esvast mene 5 ( p. p assa eavie. sunness seist November 1,1973 Docket No. 50-329 Docket No. 50-330 MDCRANDUM FOR:
E. D. Thornburg. Director, ECI, IE FROM:
James G. Keppler, Director, RIII SU3Jgc::
MIDuND 1 AND 2 - DCES$2VI SETTLDENT OF DIESII. GUERATOR SUII. DING FOUNDATIONS (A/1 F30/.37E1) 4 i
Pursuant to 10 CTR 50.55(e), Consumers Power Company (CpC) motified RIZI on September 7,1978 that the settlement of the Diesel Generator j
Sut1 ding foundations was greater than anticipated and, therefore,
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a soils boring program was started to determine the cause and extent l
ef the probles. A copy of CFC's report is attached.
An inspe(tion was conducted at the Midland site on October 21.-27, 1973 to review this attner, and the results will be documented in Inspection
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Report No. 50-329/78-12; 50-330/74-12. The following summarises the pertinent inspection findings:
I 1.
The excessive total and differential settlements of the Diesal Generator building foundation and generator pedestals appear to be the result of several coetributing factors. Dese ers:
l variable properties of randos fill satorial used to support the structure, influence of condensate piping and electrical conduit banks eder a portion of the bu12 ding, percent compaction requirements, raising the natural ground water level approximately l
20 feet by filling the coeltag water poed, and the design and i
construction seguence of the generator pedestals and spread i
_ footing foundations for the building.
l 2.
The FSAR specifies " controlled, compacted cohesive soils" be l
need as the supporting soils for the Diesel Generator Building, portions of the Auxiliary Building, 3 orated Tatar Storage Tank foundation. Diesel Fuel Oil Tank foundation Radweste Building and other structures. Eeuever, the supporting soil actually used for these structures was randos fill material (Zone 2),
i which is defined as any material free of bous, organic or other deleterious esterial:. The material included sand, silts, clay and lean concrete.
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k E. D. Thotuburg November 1, 1978 i
l 3.
The applicable specifications, procedures and drawings contained conflicting requirements, were at variance with 75AR reqairements and/or did not implement recommendations of the A-E's consultant (Damas & Moore) in such areas as: percent compaction requirements, lift thickness, required number of passes with specifie equipment and type of fill material.
i 4.
Settlement of the structures listed in paragraph 2 above has been observed, and it continues to be asuitored along with that of the Diesel Generator Building. The A E categorizes the settlement of these structures as not as severe as tha of the 1'
Diesel Generator Building at this t,ies.
3.
j-The A-E has contracted Goldberg, Zeino, Duasicliff & Associatas (Consultant in Geotechnical Engineering) to perfors laboratory j
tests oc soil samples obtained during the soils boring program i
, including a series of soils classification tests and determination j
of engineering soils properties.
I 4.
The final results of the A-E's investigative soils test program and the A-I's recommended alternatives and actions atacerning the resolution of this problen are scheduled to be prese.ted to CPC during the iseek of November 4,1978. CPC is desirst.a of asking f
a presentation concerning their plans on this matte: to the NRC approximately one week after the meeting with at air A-E.
In our view, this deffefency has the potential for affee-ing the desig=
adequacy of seversi safety related structures at the Midland site. As i
such, we believe that the responsibility for evaluation and resolution of this probles should be transferred to NRR since their evaluation of the application is in progress. Additfoea117, we believe that this -
deficiency is relevant and material for Board notificatten pursuant to 1
MC 1530 and, therefore, recommend that this matter be forwarded to NIX, for Board notification.
If you have questions er comments, please contact us.
(N m 4 g m d. _
games. re, gar Director Ecclosures i
Letter from CPC
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dtd 9/29/78 se w/soci:
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J. S. Davis O. W. Reinauth
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