ML19338C001
| ML19338C001 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 07/03/1979 |
| From: | Afifi S BECHTEL GROUP, INC. |
| To: | Hendron A AFFILIATION NOT ASSIGNED |
| References | |
| NUDOCS 8007291153 | |
| Download: ML19338C001 (300) | |
Text
{{#Wiki_filter:. . - . .
'~
. :Becht'el Associates Professional Corporation 777 East Eisenhower Parkway Ann Artzot. Michigan a annaseves P.O. Boz 1000. Ann Atbor, Michigan 48106
~
; 3 July 1979
.. . J. Hendron, Jr.
I 28 Colf Drive . . .
! . Mahomet, Illinois 61853 l' ,
Dear Dr. Hendron:
' Attached please find a preliminary settlement calculation during earthquake of Midland Units 1 & 2 for your review and comments.
i
=b
-( S. S. Afifi Asst. Chief Soils Eng.
rrc/nm Attachment
~
-\,
(.
~
;80 , a qw s.a:ag g ,e.. ,_,
07y 9 yA $ Q
p , v -
. Bechtel' Associates' Professional Corporation
,n 777 East Eisenhower Parkway
- Ann Arbor, Michigan "
. mouse wP.O. Som 1000. Ann Arbor, Michigan 48106 7 Jely 1979 R.-B. Peek -
i
' 1101 Warm Sands Drive S. E.
Albuquerque, New Mexico 87123 ,
Dear Mr. Pack:
Attached for your information is a copy of a letter from P. A. Martinez, Project Manager, regarding arrangements for the upconing meeting with ,
. the NRC. A copy of the meeting agenda showing the planned participation by Consumer's Power Company Personnel, Bechtel Personnel. and the Consultants are also attached.
4 Sincerely, Y S. S. Afifi Asst. Chief Soils Eng. SSA/nm Attachments: I l
)
l kl oe o .. - o .a . a..a . o i .- .
'da 1
- B'echtel Associates Professional Corporation ,
. 777 East Eisenhower Parkway Ann hbor, Michigan menamees:P.O. Box 1000, Ann Arbor, Mich. gen 48106 i .
7 July 1979 R.' Loughney Loughney Dewatering Inc. 2280 Grand Avenue Baldwin, L. I. , New York 11510 , f
Dear Mr. Loughney:
j Attached for your information is a copy of a letter from P. A. Martinez, Project Manager, regarding arrangements for the upco ing meeting with . the NRC. A copy of the meeting agenda showing the planned participation by Consumer's Power Conpany Personnel, Bechtel Personnel and the Consultants i are also attached. Sincerely, I I (- S.S.AyffiN ,e7 N Asst. Chief Soils Eng. SSA/nm Attachments l l 4 . s ' l e ; l
.ns.n..:
s s..i is,.. .i n..... . l
, - . ~. .- ..
Bechtel Associates Professional Corporation 777 East Eisenhower Parkway
- Ann Arbor,Mechigan medass==:P.O. Box 1000 Ann Arcor, Michgan 48106 18 July 1979 a
.Dr. R. B. Peck 1101 Warm Sands Drive SE Albuquerque, NM '87123
Dear Dr. Peck:
4 Attached for your information is a copy of Revision 2 dated July 9,1979- to the responses of NRC 10 CFR 50.54(f) request regarding plant fill. Sincerely, e iM _ , td N rif S. Afifi Assistant Chief Soils Engineer OW/ lap Attachment Awqwem944 n,r :a 1
. 1. ' -l
Bechtel Associates ProfessionalCorporation ' 777 East Eisenhower Parkway l
\
,. Ann Arbor, Mchigan assedesmes:P.O. Son 1000. Ann Arnor. Mengan 48106 l
18 July 1979 Dr. A. J. Hendron 28 Golf Drive- l Mahomat, IL 61053 !
Dear Dr. Hendron:
Attached for your information is a copy of Revision 2 dated July 9,1979 to the responses of NRC 10 CFR 50.54(f) request regarding plant fill.
, Sincerely,
=71/@
herif S. Afifi Assistant Chief Soils Engineer J0W/ lap j Attachment J I l
^i
)
sx a q w a.a:u9 - 4 e _--x. i
- Bechtel Associates Professional Corporation
~~
777 East Osenhower Parkway .
'- Ann Arbor, Michigan
- a menasem:P.O. Box 1000. Ann Arbor MChigan 481 A 18 July 1979 Dr. M. T. Davisson 14 Lake Park Road Champaign, IL 61820
Dear Dr. Davissen:
Attached for your information is a copy of Revision 2 dated July 9,1979 to the responses of NRC 10 CFR 50.54(f) request regarding plant fill.
- Sincerely, Wherif S.'Afifi Assistant Chief Soils Engineer i
J0W/ lap Attac.hment i e I ( 444.s qda dust,Cm 4 0-(~1_
'Bechtel Associates Professional Corporation
'~'
777 East Eisenhower Parkway Ann Asoor, Mchigan . , undma:P.O. Box 1000, Ann Arbor, Mienen 48106 18 July 1979 C. H. Auld Departnant of Civil Engineering
-University of Michigan Ann Arbor, MI 48309
Dear Mr. Gould:
Attached for your inforcation is a copy of Revision 2 dated July 9,1979 to the rexponses of NRC 10 CFR 50.54(f) request regarding plant fill. * -
. Siteerely, S CS+
herif S. Afifi Assistant Chief Soils Engineer J0W/).ap A ttachment
Bechtel Associates Professional Corporation f' 777 East Eisenhower Parkway Ann Arbor, Michigan
- u.u a :P.O. Box 1000, Ann Arbor, MicNgan 48106 7 .y 1979 C. H. Gould -
Department of Civil Eng. ; j University of Michigan Ann Arbor, Michigan 48109 )
Dear Mr. Gould:
Attached for your information is a copy of a letter from P. A. Martinez, Project Ma:5ager, reearding arrangements for the upcor.ing meeting with the WRC. A copy of *.he raeting agenda showing the planned participation by Consumer's Power '.ompany Personnel, Bechtel Personnel ad the Consultants s ( are also attached. ' Sincerely, E. S. Afifi _! Assistant Chief Soils Eng. l SSA/nm Attachments l JMa attia esebi dws a 0---;a
e
.Bechtel Associates Professional Corporation
? 777 East Eisennower Parkway Ann Aroor, Michigan Aded Aspen P.O. Box 1000, Ann Arnor, Mech > pan 48106 i
=
18 July 1979 i -
. [.
I R. Loughney Loughney Dewatering Inc.
, 2280 Grand Avenue Baldwin, 1.I., NY 11510 Lear Mr. Loughney:
i Attached for your infornation is a copy of Revision 2 dated
~ July 9, .1979 to the responses of NRC 10 CFR 50.54(f) request regarding plant fill.
e . i Sincerely.
~
l W herif S.~Afifi Y Assistant Chief Soils Engineer f/ g J0W/ lap-Attachment It t t. M "'fb
.-v C. H. COULD, P.E.
1165 Bardstown Trail
,,,, Ann Arbor, Mi 48115 313/663-5028 i
July 23, 1979 Cechtel Associates Professional Corporation 717 East Eisenhower Parkway P. 3. Box 1000
. Sn Arbor, liichigan - 48106 Attention: Dr. S, Afifi Reference.' Meeting with NRC, July 18, 1979, De,ar snerif:
laclosed is an otitline summary of my presentation at the referenced meeting. ~he outline correlates to the overhead slide sequence previously furnisned the NRC.-
~
trs v ry t , l {v. / t , C. R. uld, P.E. State of New York CHG/nm Enclosure f i:
}
T A t
( C. H. GOULD. P.E. i l '; Chuck! Could,- private consultr.nt: to Bechtel on underpinning. 2.' Remedial measures for " Wings" A.. l Locate'on plan' B. ' Explain 1/2 plan and symetry. C. Electrical penetration area of auxillary building equals " wings"
- 3. Design of Remedial Measure
.A.q Area to be supported equal crosshatched area 4
B. Underpinning design -
- 1) Permanent, positive and tested support
- a. Passing thru fill
- b. Founded in undisturbed till.
- 2) Provide installation procedure capable of a.. Passing thru (1) Loose sands (2)- Soft clays-(3) Dewatered state (4) . Man-made (concrete \ obstructions ,
(5)' Highly compacted stid and/or c1py-
- b. Minimizing loss of ground
- c. Jacked caissons (1) . Push thru loose and soft materials without excavation
-(2) Man-size access for demolition of obstructions and i excavation of compacted soils.
- 4. Plan of Attack l l
l A. Temporary support of valve pit at ground surface.
- 1) Bearing o turbine foundation ~. walls and buttress access shaf t .
B. -Excavace' access shaft C~ Mine drift under valve pit D. Install permanent :enissons under end of wing
- 1) Control settlement to 1/2 inch
- 2) Stress, test and transfer load.
1 E. Install ~ temp support caissons and tanEent caissons.in vicinity of l isolation valve pit. . i ^
. F. Ibss excavate all fill under isolation valve pit .down to till C.i ; Fill excavation and drift under wing with concrete II. Iransfer valve pit en mass; concrete i
n
a a. a a ao C. H. COULD, P.E. j@ 5. 'Qu'estions
~
, ' NOTE: For' the. record Dr. R. Peck s'.:ated that a group 1oad test to 1.5 times
. design ' load *would be performed on the caissons which support the wing. I
- conununicated to both- Dr. Peck and Lyman Heller that it was our intention to
- load' test each caisson individually to 1.5 times desi n Cload 'and group
~
test to 1.0 times design load or a maxin:um upward vertical c:over.ent** of the st' ure not to exceed 1/4"; whichever occurrs first.
'
- Design load' = calculated dead and line load.
** Movement = distance travelled during the test period. of time.
i l-i,
- ~
~
'&"- sww e .
. 3-A ALPH b. PECK' CIVIL ENGINEER: GEOTECHNICS 23 July 1979
! J958 i
< Dr.. sharif S. Afifi 4 Ecchtel Associates Professional corporation 777 T:ast Eisenhower Parkway
.! . P. O. Bo:t 1000 Ann Arbor, MI 4810G
Dear Sherif:
Enclosed is a raconstruction of the ranarks I mada at our meeting with :1RC on July'18. 1 i Yours' /sry sincerely, Ralpi B. Peck PJ3P/aji Enc. . l J l r D**D '
"]D 030 { $
ow e Juu 2U AWo t.1 1'n 1 W A A M S A tJ D S 0 n l V E. 'S . E. Al.BUGUE ACtlF, NEW MEXICO. 87123 505-293 2484
.c . . , a-,. _., -_ .
4,-
, .- A ;.
- r ~.
'COMMT.NTS'BY' RALPH B. PECK (Reconstsucthd from no'tes prepared 17 & 18 July 1979)
I have' been a consultant to Bechtel cn1 the **idland Pro- , ject, together.with Professor A. J. Hendron, beginning short-ly after the settlements were noted in the Diesel Generator
~
Building. I sperl . for myself and, .t hope, for Drofessor Hen-dron, who is unable to be here because he is out of~the coun-
- try.
I will not discuss anything that you have not already heard this morning. It is my intention, however, to review the proposed remedial measurgs and to emphasize those aspects that, in my judgment, are of greatest importance. 1 The investigations at the Diesel Generator Building rather quickly showed -that the seat of settlement was in the . . clay fill underlying' the: structure. They also showed that the clay fill was extremely variable.with respect to its density,
- its' water content and even its composition. Furthermore, the investigations showed that it would be feasible to surcharge !
4 the arsa in such a way as to-stress the subsoil of the struc- , ture:toilevels exceeding the final-stresses that would exist
-under operating conditions. .
I 1 D**D w o.
]D V @
o M. SU kin 12 t 4 -- e + w .- c - -v y w w w - e v (*r9-- r- f - w-
we 3 11 ' 1
,- i After consideration of a nu=Scr of alternatives, it was decided- to prestress ths subsoil by means of a surcharge. In
-my view, this. procedure had several important advantages. One of!thess ~ is the opportunity to provide instrunentation, prin- .
cipally piecomete:rs and subsurface settlement gages, that could furnish data permitting a reliable upper-bound settlement forecast. Furtherrore, the procedure . automatically proof-tested the subsoil with respect to its future settlement be-havior. Therefore there would be no nced, in determin'ing the acceptability of the foundation, to depend on the results of
. additional borings, samples,,ccmpaction tests, er other simi-lar activities.- Such tests would be likely to prove inconclu-sive on account of.the heterogeneity of the fill material, but they-would also be irrelevant in view of the knowledge of the actual' behavior.
- The results iof the preload. procedure have been convine-ing. The observed pore pressures were small, smaller than actually antic: 4ted,~and they: dissipated rapidly. Itence, pri-mary consolidation was accomplished quickly and the curve of .
settlenent as . a" function . of .the logarithm of time became I linear shortly;after the-completion of placenent of the fill. Therefore, it is possible to forecast the settlement that we e an e m.ww mem g sea. sm--
-~ ~ , . - . . . . ,
4 "
=,-
4 L" 4 i-y - t' s : would, occur at any future. time by simple extrapolation, on
.the ass'umption-that the surcharge will remain in place, r.ven 6
this amount: of settlement would' be acuentable. IIorever, the. projected settlement determined on this basis is r.n upper . bound, because tha surcharge will be renoved and the real set-
'tlements will certainly be smaller. In my judgment, the g
foregoing circunstances olininate-any uncertainties concern-ing the -settlenent behavior of the Diesel Generator Building j
.resulting from the underlying clay fill.- !
l The investigation at the Diesel Generator Building also 4 showed, however, the presence of zones of sand, including i some portions that were loose. This finding indicated a po-
-tential for liquefaction under .c-~ere earthquakes, and the i
possibility of settlcment originating in the sands due to shahadown'under seismic conditions. The surcharge would, of course, be ineffective to remedy this condition.
~
' Of tha various possible remsdial measurcs,-grouting, probably using chemicals, would, in.my judgment, be feasible.
Nevertheless, it would be difficult to be assurad that all , injected materials had been-successfully treated, or that all loose. zones h'ad actually been injectad. Thus, chemical grout-ing would at bestL be .a piecameal solution. It would be t [**^^ - . _ - . - - - A
. , ,. . , , , ,- - . , _ c . ,- -
.-a
- n. =
'4
.s
'J i
- 1. .
?"-
\
i j
- difficult to give a positive answer to the question whether 3
all significant nones.that. night liquefy had been identified and treated. T.Sc chosen alternative to grouting is general permanent dewatering of a large portion of the plant site. This solu-tion has the advantage of baing a positive solution to the li-quefaction problem. 'ThereforE, it provides positive answers to-such questions as those just mentioned. The solution has the further advantage that it can be monitored effectively by simple procedures, primarily by the use of piecometers. In my view, one of the grsatest advantages of' general devatering is the margin c safety inherent in the time lag that would be requirad for recharga of the dewatered zone if -the pumps should cease to opcrate. That is, the beneficial effects of the d watering would persist for a period on the- order of weeks af ter pumping might be interrupted. ~ra ilure of .the pumping system because of an earthquake would, therefore, not destroy , the -protection achieved by the dewat: ring. In addition to being a positive solution to the licuefac-
'tfan problem, whereve" any such problen n'cht exist in.the .
dewatered area of the plan't sits,-the drainage will reduce sub-- stantially any settlements that.might be induced by comonction I
- s. .
4 I,I r.
-% [ =: .
of .the sands during an earthquake. The present nethods of estimating settlenents due to seismic shakedown are overcon-servative, because they are based on the results of labora- - tory: tests on: dry sands. Even tha settlenents estimated on . this basis would'be acceptable. -However the crossnee of . capillary moisture in the soil would graatly reduce the free-dom of the sand grains to assurs a denser position during vibration. ' Therefore, I consider that dewatering will essen-tially elir.inata any potential problems of seismic shahadown. The continuing investigations of the plant area indi-cated other potential troublb arcas. In my view, these po-t atial trouble zonas have now been adequately defined by the boring. program and other investigations. Ons such area is the location of the Dorated Water Tanks. Peneath thess tanks the investigations have indicated better and more consistent sub-surfaca conditions than- hsneath the Diesel Generator Building. It is proposed-to fill the tanks with water an a test load. The filling will constitute full-scale _ proof tests with re-sp ct 'to the bearing capacity of th2 subsoil. It is antici- . pated that the tanks will settle under the test load, and this
~
settlem:nt.will increase the hearing. capacity, rurthernore, by making s:ttlement_ observations at various depths in the d - 9
* % me
4
-t 9
subsoil'during.and after the' test loadina and by combining this information' with strcss calculations and theory, it will be possiblefto.make reasonable settlement predictions that , taka into account the actual subsurface conditions under rea- . listic loadings.- ~ The T.lsetri:al Penetration Structures extending from the
-Auxiliary Building, and the' adjacent alve Pitsi ar to be-unde rpinned. This is a positive solution that will load to j - satisfactory and pr: dictable results irrespectis7 of the na-ture of the fill matarials that may cresently underlic these structuras. .The operations dro enpsdient, in the sense that they are compatible with the general construction schedule.
Tha nine caissons under each of.the Electrical Penetration wings will be tested' individually to 150 percent of the anti-cipated loading, and collectively to 100 percent of the antici-pated working' load. The lattar procedure, in which all nine caissons. are loaded simultaneously, constitutes a proof load-ing that will eliminato any-C ubts concerning.the ability of the underpinning to support :the structure without significant . settlament.
'The Dioscl Tuel Tanks are buried structuras that have al-ready bsen subjected'to a full-scale loading by filling then
-s.
i ( I
.1 1
- 7-I with water.- The settlements under these test conditions were ninimal. Whatever settlement of tha tanks.may occur will be associatad'primarily with settlement of the underlying and .
l surrounding fill under its own weight. Sinca the tanks will . 4 be settling with the fill, the differential movements between the tanks and the surrounding soil and piping will be mini- I mal, and the connections can be expected to settle approxi-4 mately equally with the tanks. Therefore,.I do not consider l 5 that any unusual conditions exist with r3spect to the Diesel i Fuel Tanks, and that attention to details providing reason-
..able flexibility will satisfy all recuirements.
The Service 19 ster Structure lies outside the area of - planned permanent dewatering. Therafore the wing presently
. supported by fill will be picked up by a system of piles. The proposed procedure provides positive support. The piles are to be designed _to carry the structural loads at their buckl-ing' strength and will therefore be effective even in the event of liquefaction of the surrounding soil. Since these piles are not clustered in such a way as to stress highly a large- .
mass of the bearing ' material, as in the case of the caissons
, proposed for: the Electrical Penetrations of the Auxiliary Building, they are notLto be proof loaded as a group, but will 4
f
., . _ , , _ . , __ .. , , . , , _ , - ~ _.,y- ,._,_ ,w., , , . - . . -
. - , , , - - _4
j;
~,
4 5
~
9 be loaded individually to 150 percent of the anticipated work-i ing load.- This procedure is conservative. In sumnary, my overall impressions and conclusions con . cerning the proposed remedial measures are as follows: The , investigation has proceeded in a progressive fashion. Like most investigations of this kind, it has not always ,'roceeded in - a straightforward way, but has appropriately pursued var-ious approachen. Although it is still continuing in soms respects, I consider that it has nov disclosed the significant conditions and potential problens associated with the founda-tion conditions of the site.' As a result of th? studies, a variety of solutions has evolved. Each solution is suited to the specific ' conditions and problems of a particular part of the facility. Ilowever, the potsntial for liquefaction has been eliminated once and for all, and many potential uncer-
- tainties have been eliminated by full-scale loading or proof testing where such procedures havs been found advantageous.
In ny'judgnent, this is a strong advantage of the procedures adopted. Finally,~the proposed solutions do not' require unreason-able maintenance or monitoring during the lifetime of the pinnt,c and can therefore be adoptsd with confidence.
~
i k .S $ W
-e
-i
.LOUGHNEY DEWATERING INC.
a ,namng and soit stat >m=ation smias and spin,n P. c. noK $ 38e. ANN AROOR. MICHIG AN 4e g oe 2260 GRAND AVcNUE - 313 7s3 34e: B ALDWIN N. Y.18 510 4 516-223 9500 July 26,1979 Bechtel Associates Professional Corp. P.0' Box 1000-777. E'. Eisenhower Parkway Ann-Arbor, Michigan 48106 Attention: . Mr. Sherif. S. Afifi, P.E. Re: Midland Power Plant Permanent Dewatering System
Dear Sir:
Per your request attached please find a written description of the slide presentation of the proposed Pennanent Dewatering System for the Midland Power Plant thatiwas presented at the N.R.C. meeting, July 18, 1979. We trust that this is sufficient for your present needs. Please call should any part require further clarification. Very truly yours, LOUGHNEY DEWATERING INC.
/ hw.! - u U4 Richard' . Lohg ney President
- RWL/rr Attachment-i l
)
l 1 r ; i
- ocenwetu,4 coucron wctts ' ctccrao 'osuosis puunno wcu.eoinn-
- f. :.
. LOUGHNEY' DEWATERING 'INC PRESENTATION AT N.R.C. MEETING JULY 18, 1979 3
MIDLAND POWER PLANT Slide 1 - Pian-View of Area Dewatering System. The soil as described before by others generally consists of sand and or clay fill placed on the original sand or clay strata. The original sand generally extends from elevation
- 570 to elevation' 600 with clay beneath the sand - though in a few areas -
the underlying clay extends to the original groad surface. The-present ground water level is about elevation 627 - the cooling pond level. An impervious cut off wall has been-constructed around the West, North and East sides of the area. The cut off wall, a slurry trench or clay core, extends into the original clay till. The source of recharge for ground water within the Q listed area is rainfall and the cooling pond water from the South side of the area, and some minor. seepage through the cut off wall. 4 The coefficient penneability of the soil as determined from the initial pumping test conduct in Auxiliary Building area is less than 0.007 feet per minute. Additional data about the permeability of the soil and total yield will be obtained during temporary dewatering of the Valve Pits and
. Electrical Penetration Rooms. Also there are' considerable grain size 2 dati available from the e*xtensive boring ' program that has been carried out at the site. -
The present conception.is to enclose the Q listed area with a permanent exterior dewatering system. The dewatering system would consist of submersible deepwell_s that would extend to the original clay till. Approximately 200 to 300 deepwel's would be installed. The number required to maintain' the ground water at the desired level would be operated and the remainder would be redundant. There would be sufficient redundancy to provide for-interruption of parts of the system, also 100 percent-standby dieselapowered generators would be provided.
< The pumps'would be wired electrically such that they are staggared and sectioned so that one interruption does not affect a continuous length of the dewatering. system.
The permanent interior dewater* i system would be used to mop up ground water; remaining within the area enclosed by the perimeter dewatering system. The wells would be pumped as required to remove ground water that collects within the exterior. perimeter system because of the re-charge from rain, shut down etc. D: The ground water removed would be monitored tc, assure that no fine
-lines are.being removed from the. soil.
After an initial ~ pumping period of_ about six months the basin that is dewatered sho.:Id be large enough that the permanent _ dewatering system
'could be down completely- from ene to two weeks before a significant rise
~
Linlthe water level within the cewatered area would occur. The principal
~
l source of recharge _ is the cooling pond and 3hc rate the ground water .! flows :through 'the soil from the' pond is low. t "
ti ' *i
.; . .. - ? iLOUGHNEY DEWATIIRING INC -
e Piezometers'would tre located at' key points to monitor the ground water level and' alert the plant when the ground water has risen above a pre-
-determined elevation.
~ Slide A N-S section through the area to be dewatered. The deepwells would
- extend to-the original clay till, they would be spaced close enough to cut off the flow of water into t.nd remove the water from within sthe Q listed area' .
~
Slide 3 - The dewatering system would be buried below the frost depth. The necessary disconnections sould be provided to permit screening the deepwells. In area of heavy traffic a manhole would be provided for access to'the deepwells. : The capacities of the.well screens (6" diameter) are' considerably in exces'. of-the-anticipated equilibrium flow of 1 to'10 gpm per well. The well screen diameter, 6 inches, is necessary to provide the clearance required for tne submersible pump.
~
The well screens would extend the full depth of the soil to be dewatered and they would be encased in a select sand filter for their full depths. Slide 4 - For areas'where there is no objection to having a slight protrusion above ; the ground surface, pitlass adaptors would be used to provide access to '
-the wells and pumps instead of manholes.
- Slide 5 - A sketch of an interior permanent' deepwell. Smaller diameter wells would be. used_ to remove the water perched.within the Q listed area. These wells would be pumped initially and occasionally therefore as required.
In my ' judgment the system would be fool proof. 4
' ,----s
,,v-- - - ,
i~ MEETING NOTES MIrt.AND PLANT iMITS 1&2 CONSN POWER COMPANY BECHTEL JOB 7220-101-DATE: July 27, 1979; 9:00 a.m. to 2:30 p.n. PLACE: . Ann Arbor, Michigan, Conference Poom 8(B)3A
SUBJECT:
Review Proposed Monitoring System with Dewatering Consu1 rant ATTENDEES:
' Bechtel Consulcants B. Dhar* R. Loughney-4 S. Lo -
C. McConnel' l
- S. L. Blue
- K. Bailey
, D. Wheeler
- W. C. Paris, Jr.
*Part-time
. ITEMS DISCUSSED: .
- 1. It was decided to monitor the fines at the subcontractor's return j line where it discharges into the eductor tank, and inonitor the ground water flow with a water meter at the subcontractor's dis-( _ -charge'line. 1
+ 2. The water testing vill be conducted using a 1-11ter Buchner Funnel.
- 3. ".he individual devatering ve11s will be tested conthly for it.for- i nation only. ' The results will be givento the on-site Field Geotechnical Engineer. 1
- 4. - Any material removed from the' subcontractor's eductor tank will.
g be collected, and. sieved over a No. 200 mesh screen. The sieved
)
~
. portion will be examined by the on-site Field Geotechnical ,
Engineer. . . l
- 5. All . dewatering wells -within the Turbine Building will- be installed with. stainless steel well screen so that they r.ay be converted I
to. part of the permanent devatering. system at a later date if necessary. 6.- --Specific dewatering wells located 'outside the Turbine Building i may be installed with a 6-inch well screen upon. approval by the i on-site Field' Geotechnical Engineer. AG CALF W.C.' Paris [Jr.
~
WCP/nm
^
l 4m-' -- y rr p-
. C. H. COULD 1165 liard.wown Trail '
Ann Arbor, Mi 48105 313/663-5028 3 August 1979 S. S. Afifi
.Bechtel ?rofessional Corporation P. O. Box 1000 Ann Arbor,-Michigan 48106 Attention: Dr. S. S.'Afifi Subj ect: ' Midland, Nuclear Power Plant Gentlemen:
Transmitted herewith is a report on proposed remedial measures for the electrical penetration areas of the auxillary building and isolation valve pit support located at the subject project.-
.The report although brief, is the essence of the narrative I presented to the Nuclear Regulatory Comission on July 18, 1979.
Very truly yours, i , C. H. Gould
-CHG/nm '
Attachnents l l 1 i l
'I 4
i
\
( l
O . Renedial Measures For e,_.a Electrical penetration Areas 7 ~
- and Isolation Valve Pits This -is a brief. repcrt on the proposed r~aial measures for the ele:trical
. penetration areas of the auxiliary hiilding and the adjacent isolation valve cpits. The objective of the ramadi=1 measures is to replace bearing capacity
' of a questionable mnsure as evidencei by soil sampling data. The design of the ramadi=1 maa=we has the objective of replacing the' suspect soil bearing capacity with structural elements which extend from the existing concrete _
foundations to_ underlying undisturbed glacial till while minimizing disturbances 1- to existing structures and construction operations. In order to acecrplish-this it is. planned to utilize the structural capacity of the penetration area ; to bridge over scxne of the questionable underlying materials by- providing 'l caissons at the extremities of the electrical penetration areas. These caissons, shall have sufficient capacity to support approximately one-half of the dead- l and live locds of the electrical penetration areas with the retaining- one-half - : being supported by the control tower area. The proposed method for_ strgportir.g the isolation valve pits.is to temporarily sup; ort then in place, totally under-mine them by. reToving all materials to a depth at which undisturbei glacial
~
r till is encountered and filling the excavation with lean concrete. The plan of attack for performing the work is as follows:
-1. Iocally dewater the soil above the glacial till in the affected areas.
ItLis essential that the loosq granular soils be dewatersi to permit _ excavation under the structures without significant loss of _ ground.. The ! dewstering system shall be_ installed and the water drawn down in advance-of any excavation. The dewatering systen is a curtain cut-cff type. A i I majority of .the eductors twill be installed. frczn the lowar basenent of the
- turbine biilding. The' discharge will be nenitored for piped fines.- ~
- 2. Tauporarily support the isolation 'talve pit by the use of nesile beams .
I spanning between the buttress accest shaft and turbine biilding foundation j wall at the ground surface. l
.l
-3. Excavate an access shaft adjacent to the isolation valve pits to a depth of approximately'7 feet below the bottaa of these pits. The excavation would then proceed laterally as a drift u. v d1 the excavation reaches the extreme edge of the electrical penetration area.
v- 4.. Install jackedfcaissons at this location utilizing the electrical penetration area foundation'as the reaction. The jacked caisson method has been selected for the follcuing-reasons:
- a. It will-be possible to jack through. loose. sands and soft clays without excavating naterial' frcan within the caisson thus preventing ~ loss of ground frcru under the electrical penetration area, -turbine building-g 3 and buttress access shaft.
b .' ItIis'known that;there are: sizable concrete cbstructions in the . cbackfill' area which will- be encountered by the caissons. A caisson provides. man-size working rocxn for derolition of the concrete obstructions.
~ '
r
% -4 '
d _e- W
i ,
- c. Likewise, the man-size working room of the caisson will permit -
_' direct excavation of highly conpacted sands an:l/or clay as well as +
; the glacial til1~ (caissons per= Late the glacial till a minimum of:
- 5 feet).
e
; d. : . ne' caisson provides access for direct visual inspection of the
- glacial till for the initial GetenninaJ,n of bearing capacity (ff_ul t bearing capacity is by load test).
f '5. Cbncrete the caisson-'and load test same. p . . a .' Ioad test'one caisson under each electrical penetration area atl2.0 times design l capacity.- [
- b. Ioad test each caisson individually at' 1.5 times design capacity.
- c. Ioad test all caissons as a group at 1.0 times design capacity or i
- 1/4" of vertical structure movenent, whichever occurs first.
r-
- d. Upon cerrpletion of any tests the caissons are to be left in a pre-stressed state to prevent any settlement.
-l j~ 6. Install support of excavation systen along the turbine building foundation l l wall and connect it to the access shaft and the jacked caissons. Se i i . jacked caissons which were previously installed urder the electrical penetration area will ternporarily act as support of-excavation for.the l
excavation under the isolation valve pit. . me' contaiment structure and ' il the buttress access shaft form t.he remainder of the excavation enclosure -l l under the isolation valve pit.' 4-
! *We support of excavation systen along the turbine wall foundation will also act to:
i a. Support the tauparary additional load imposed on the foundation -
+
wall by the needle beams which support the isolation valve pit at
. the-surface.'
~
i b. Sueru.L the turbine building vertical loads within the zone of - influence of the excavation under the isolation valve pit.
; 7. 'I:xcavate all material-from underneath the isolation valve pits to a depth -
- at which undisturbed glacial tin is. encountered.
- 8. Fill > the excavation under the isolation valve pit with' lean concrete
_ 7 backfill to within 7 feet .of the existing foundation. t' 9. Place structural concrete in the drift under the isolation valve pit and the access area used.for . installation of caissons underneath the _ electrical l' penetration' area.- . t 11 0... . Dry pack and transfer isolation valve pit load to the lean concrete backfill. . r a O j l , L
. a s -
,,,,y,t , , - - ., ,, .
% , ,i., , ~...m '
s r
me design of the caisson is based upcn a very cow..rative caisson tip pressure of 25 kips per square foot (K5F) for straight sided caissons. This provides a tip load intensity of approximately one-tenth that no= rally associated with jacked piling, and will bring the long te=n settlenent into line with expected settlenents of the balance of the auxillary bs41 ding. Se bearing strata pressure is limited to20 ESF for straight sided caisson.- If the bottm of
- the jacked caissons are belled in the glacial fill, .the design tip pressure is reduced to 17.7 XSF. . The bearing' strata pressure associated with belled caissons is not relevant. - The steel shells for the jacked caissons are neglected in calo'1= ting the structural capacity of the caiszn.
Se bearing pressure on the glacial till below.the isolation valve pit ~is only ncrninally increased by the substitution of concrete for earthen fill. t e e v.% W e
* ~v ,
g . p -Bechtel Associates ProfessionalCorporation L 777 Cast Eisenhower Parkway . p
- Ann Atbor. Mechigan . . ,
- 7. .,
' C ,
as #Ames: P.O. Don 1000. Ann Arbor, M.chegan 48106 , i
. l l:
2 August 1979 r l Ralph 1. Peck-
- l. 11101 Warn Sands
- -Drive S. E.
L Albuquerque, New licxico' 87123 i- -
Dear Dr. Peck:
Attached find the preliminary settlement evaluation for the ! ' Diesel Generttor Building of 111dland Units 1 and 2 for your l' review and cerJtents. . Uc would appreciate receiving your l ' cotunents no later than August 10, 1979. If you have any
; questions or require additional inforr.ation durinD your revicv.
please contact P. K. Chen or A. Itohan (313) 994-7185. A copy - shas alco been sent to Dr.11cnd r9n for review. , e Sincerely,
* ( /
. S. S. Afifi I. Asst. Chief Soils Eng.
!. PKC/nm ! ,. Attacheents l L t a l
- 6 u-t e ,4/bsd c/ tie did!,/ fee.p of Cey. wit l ' "
n. g g -
, y- r w - W w e
g vm.M .4 Bechtel Associates Professional Corporation 777 East Eisenhower Parkway O F Ann Asbor, M.cnegan 1933 ' asedamesa P.O. Bos 1000 Ann Asbot Megan 48100 s-2 August 1979 Alfred J.11endron, Jr.
- Department of Civil . Engineering Civil Engineerin'c Euilding, '
Urbana, Illinois 61801
Dear Dr.17endron:
c a Attached find the prelicinary settlerant avsluation for the Diesel Generator Building of -l'idland l' nits 1 and 2 for your
'reviuv and cor.r.cnts.- Uc kould appreciate receiving your comments no later than August 10, 1979. If you have any questions or require additional inforration during your revicv, please contact P. I'. Chen or A. ifohan (313) 994-7185.
A copy has also been sent to Dr. Peck for revice. Sincerely,
./cw:~ &
S. S. Afiff PKC/nm-4 Attachments s g N e' S -$ h,'
-4Afod as 114 d a.ud g< m 4 _e p YWh)
- 3' D Wk rwmr&&w
~
ur g 'e O '9-M y- y v'
Bechtel At ]ciates Professional C 'poration 777 East Eisenhower Parkway Ann Atbor, Michsan u.u. ...P.O. Sou t000. Ann Aroos. u.chegan 48106 10 August 1979 I C. H. Could Dep".rt=ent of Civil Eng.
. University of Michigan Ann Arbor, Michigan 48109 ---
Dear Mr. Could:
Attached are the copies of the settle =ent data of Diesel C2nerator Building, Midland Units 1 and 2. The results and interpreta. tion of the Dutch Cone Penetration tests performed in the area of Diesel Generator Building, and the Pipelines profile data. Please review and include this infor=ation in the file previously sent to you. In addition, the new content pages of the file are also enclosed. Sincerely, f* bS S. S. Afifi AM/PKC/nm Attachments s l
) *
-l I i l l 1
[ _' d"_51 I
RICHARD D. WOODS Profeselenal Engineer
?H uf. PLE ASANT ANN A ASOR. usCNICAN
/ 4 103 313 769 4352 August 10, 1979 l .
Dr..S.S. Afifi Bechtel Associates Professional-Corp P.O. Box 1000 Ann Arbor, MI 48106 RE: Midland J Ob.
Dear Sherif,
Enclosed is my report on pile stiffness for the Service Water Pump Structure. The two Appendices refered to in my j report are not yet finished. These will be completed after i
'I return from the earthquake ' engineering conference at Palo l'
i Alto (Stanford University) at the end of this month. I would also like to make a better estimate when the
. pile length and installation method -i:s finalized.
t. I Sincerely, i l' Richard D. Woods encl. l l l
, ~
~ - * - < w - , Y u**' am en.r
.t i-w .- PILE, STIFFNESS f( .3 for
- Supplemental Piles at
. Service Water. Pump Structure INTRODUCTION i- . To ' perform a re-analysis of the dynamic resoonse of the ,
modified: service water pump structure,-it is necessary to know the dynamic . stiffness of the supplemental piles. These' .; piles are to be'14. inch diameter (O.D.) by 3/8 inch wall steel pipe piles filled with concrete. These piles'are to be driven with~a closed end into the native till soil. It is E anticipated that sufficient pile capacity will be achieved with piles.between 40 and 50. feet long. It is also antic-ipeted that the piles will be installed through pre-drilled holes, the depth of which'is not yet specified.
. PROCEDURE =
The dynamic stiffness.of piles driven in soil depends l l
.on the dynamic properties of the soil among other factors. !
i These- dynamic. soil properties are best characterized by. the
, shear ' wave velocity, -V , (or shear modulus, G)' of the soil.
To obtain V, as' ai function of dspth at the proposed ' supple-
+
mental pile locations, crosshole seismic tests were. performed. 1 ~With-a knownshtariwave profile for thersoil, the elastic-
-l i side -layer , theory - of L Novak , (1974 ) can be used to predict.the-l N
. ., : r.
% k A -
. a t
'f' s
t
, + - . , , + , ,- - .,. - . . . . . . ,,,-----,,w- ,+ rn, , .,
dynamic stiffness of e. specific pile. This theory'has b'een
' incorporated in a computer 4.ogram called "Pilay" by Novak and Aboul-Ella (1977). Pilay was used in this study to compute the vertical dynamic stiffnesses of assumed piles in the soil profiles determined from the crosshole tests.
l Verification of the program "Pilay" by comparison with hand l calculations is presented in Appendix A. CROSSHOLE SEISMIC TESTS
' ~
Crosshole' seismic tests were performed at the locations ' shown on Fig. 1. one test at boreholes CH 1A, CH' 2 & CH 3
- and another at CH 4, CH 5 & CH 6. These tests were performed i
by the technique designated as the interval velocity method t by Woods (1978), and as described in Specification 7220-C-86(Q) . The shear wave velocitysprofiles for each test are shown ! L in Fig. 2.- The velocities in these profiles are as yet not I l l corrected for verticality of the boreholes. Corrections for { verticality are presented in Appendix B (these corrections are t l l 1 not: yet complete' as of this writing,because the coordinates
\
of borehole CH 1A were not available from the' field in time ;
.for inclusion). 'It is'the writers experience, however, that !
corrections for verticality for holes 50 feet or less deep l
'do not significantly change the velocities except in unusual '
conditions. ! COMPUTATION g VERTICAL STIFFNESS
- The computer-programL"Pilay".was used to predict the dynamic' stiffness of a single pile under several' assumed con- 'i 9 ,
e- - --
_ - 4 _. . . . . . - _ _ .. . . .,_ . t J veY-
. r .
, : l. . L*J l-- i i
..)' ,
k
.ditions (cases) of spre-drilling and pile length. These con-ditions are-shown in Table.l. The dynamic stiffness of a pile I owas computed.at.two frequencie's specified as'5.Hz_and 7.5 Hz, ,
but as- there was.-no difference between stiffnesses at these frequenciesi results will be shown for 5 Hz only. Table 2 shows ' l o the vertical stiffness' computed from Pilay.for the 16 cases i studied. The number in the parenthesis after case number is' l
.the~ pile length, i.e., either 40 or 50 feet.-
l t DISCUSSION OF~RESULTS
, -The' vertical stiffness of the piles to be used at the
- service water pump structure depends upon the length of- the pile, the portion of the pile length which is pr2-drilled and the' soil profile. ' Soil profiles.at'the ends of the' service f
water pump . structure ~are different- as shown ir Fig. 2 with. the end at boreholes'CH 1,2 & 3l yielding theistiffer pile.
.It was assumed-that-the-minimum pre-drilling would.be 20 feet with another 10 feet possible. The length of_the piles t
was initially; assumed.toJbe 50 feet, however, it:may.be diffi-cult ;to drive - elosed ' end. piles' into the dense 'till so a 40' feet:long-pile may=be-necessary. L f Based on the range of soil conditions, pile ' length and ,
- depth'of. pre-drilling,
- the vertical stiffness of each. pile l
- is expected.to' range between.25,000. kips /ft and 35,000' kips /
ft. 1Cienc the- istalladon procedure ,and pile . length is finalized,
.this range of stiffnesses.c'an be reduced.
Vi ' a--- - m 7 9 - h '.l f: 2*. [. ' t l ' .\^ _7 = _ , , , u . . -. _ . , . _ . . . _ , - . _ - -- _ .
c . . . <. l r f
- REFERENCES Novak, M. (1974)', " Dynamic Stiffness and Damping of Piles" l1 1
. Soil Mach. Res. Report SM-1 14, University of Western l Ontario', London, Ontario, Canada.
l l' Novak,-M. and'Aboul-Ella, F. (1977), "PILAY, A-computer Program'for Calculation of-Stiffness and Damping-of l} . Piles in Layered Media," Report Number SACDA 77-30, University of~ Western Ontario, London, Ontario, l.. Canada. !~ Woods ,- R.D. . (1978) , " Measurement of Dynamic Soil Properties," ! Proceedings of. the ASCE Geotechnical Engineering Div-ision Specialty Conference, Earthquate Engineering
- l. and Soil Dynamics, June 19.-21, Pasadena, CA, Vol.1, e .
l
. pp . 91-178.
l l l l
- l. .
j
~
4 9 t_
, 'g. -I k ,* l o ,
i t.fhb3 t. 1 .
'8 L 15 T . > F Q_:LELS S TQQ.lf D '
6
'CH._.t,2.,.k.3 C.ti 3.,S.h.f-
\ ....:-
.. CASE Le Y .El ._ _ V3 ._ '
CASE _t.815 R V3 J no._hth sA , ,--,- q D9Ar..TMk ; __es..
- . . mo, -
3 ( w U1410 [Kl.9 - '
. i 0 -
i (Je (filskL.LA.LG
. . 3 ; r
)~
3 i , 1 -0 .t.0 ' Z'o 0 'O ' i ' 0-3 0 ' 20' !
!iiO O' 2__ _20- 2_ct '4 '10.QO 0,l2.5
*i 2 0:23 3 'IECn ' 'n11LS 14 ' I '
$(50)._'_3 28 .33 ' t.1. .Sp '0.12] S{50b K *23.3 l' 8 i $DD o 12.3 *
' t"7 C,o * '
4_'G._*f B :S 'o.13.3 9' 11 - 33_._ _2 21 100 ' ^ .J 2_7
< _ if'
._5o / Zo..p.o 0.J t7 F - 37 4 UC 0.JEJ
-50.& ' f 9.co_ _oJ.37 /. '37. .3) 4 'laf 00 ' O_-_l 3J 7 41:21 (_ _2190 0 J)_7 A 42.-50 3 19 00 013.7
_ l _o __Z o.__.2.0 o___ 'o 50$ 13 .0 o _ o.13 .7 2' _ 20- 30 1.0 0 O _2 (5 0_) 1____3o_ _*(3 13 L5So e.127 4 43- 4 9 5 i L(,0_ _4J.27 i_ _D_- 26 20 o o 5'_._49250 2 74 W_4.l33 3 o O
<o+
'lic0 _c.L37 4(so)~1___20.13 2 2k.3J 8 6 'o
_ 4 T.L-33 2 ljkoo (J_2_7 i 5 31-17 4 75o cJ.2.] l' 0 _2o 70 0 0 & _.3 h .'!1 4 14>a 0J.17 _ 3 ( 4 e)__._2 _._20 .3o /o f.Q.A3 oJJ.5 7 NI- 47 ~ (, ZN_oo oJ37 _ 3_ 30-3 0 I.0 19 $o D.l 2] R 'O- So _3 19.O.0 ad.3 0
*l0 + 13.2 0 0. l.3] S O +- 19 oc n.137
; i l
. _.l _.k 20 10 0 0 1 0:20 20 -0 o ,
V (N.0)___2..'_._ 20.- 30 J_0 6 '6 2 _ 20_.2_3 3 10_o0 0 l25 2 l 3 30-30 3.0 L'\54-_0.I27 - 7(..'f D) _3_ 23 -3D__ _7. 5.00 kl2S A 40.4 13 Co_0.l 57. _ 'l ~'c - 33. 1 12 00 p_I 22 __. 5 33 - 17 4 15o Al;L7 l
' l L 31-30 3__11 00 0.I.27 4 0.+ A.' Lao d L3.7 .
$_ _0-20 LO O O
_ . - _.2 _ 20-30._ to. 0 - __ 0 _8(4 d)._.3 _30- 33. _._3._.11.o.0.. . O. I.2 7 _
- d __35-31 4 7 So d.) 27 r ---
5 _32 46 3 1'l.00 0.1. Q_ _ _ N. 401- 24 00 0.,1.37
._ = . . . . . . __ _ . m 9. y y _ . . .
.e o m a M.11 o
. _ . . .o r-5 "
- T A BL_E i ( Gw44 sed )
_., - f is r e r e A s_c s sy_o.o_s r o ' '
, (-.
. - = _
-cN i,:1,41 -
c4 4 < d. (, . C C&SF l A_Y_ER %' ' CASr ~ LA Y E R 'M ' )f - Sja._Dg5 TGk '
- i mo_Dep% Tha.k- i f
, .. m ass . . ma,s . (en (nam) (t/ps) - (m (a/ud (t/m)
. i : . ... ! I' .' :
i'~! . , , , : a
. . . . 4 J-I. o- 10 7n O A i M-20 to -0 o
'- 2' 20 _36 :G -loao c.124 2 20 24 ' 4 4 00 0.8 5 C _9.(50) 25 d alo to Mpo . A,L17 13(50) 3 2ti_- 2 9, 4 ' 50.0 d.12 5 tt H- so l'o 17_on' q.l Z.7 ' 4 29-tio 12 750 o.125, i Kof 24.o.o_ 32iL U S '4o-so ro 20 oo n.I 3 7 , 50+ 2.o._qo o.J t 7 i! o-20 ~7o n *
-o' i' 0-26 2o O O 23 '203 0 Io -
o -o 2 '7o-24 4 0 o ( *p(SO) i 10- 30 Ih l'o ' '17 on 19_0.0 b. I'2'1
, 14[SO) 3' 24-36 (, O I
-6
, 1. 4- @- 50 _ Ar27 4 to 40 10 '7.To o j 2.s
, . sn+ '20 e o o.f r7 5 4:' _50 to 70.00 ! _p1U '
ED + 20 0.0 e.13 7 s
- . e ; . i >
; e -
1; '0 7.o '
- 2. o o i 'o i 1 6-20' lo *o '
o I : (4 0)__.2 __2_p. -3.o Io :10 co.__ p flS._ IS[gj& _.za-24 ' 14 ' 9_Qo 6.1zS
. 3_ _30-no Io !us to aaL7 ^3 24-ze_ H ' x_o.o e12.S___,
'40+ 'l7 oo 0.117
'l 7m-40 12 ' 750 e. t 25 4/o f 200o 0 .13 7 .
1_k2o ~L 0 0 ._ L_ 0. .2 o 70 'O 6 j 12[_tfo ? 2eo 10 0 o n[yo.)_2_20-2.'f 'l 0 0 *
. '3 3 o -8/o - l6 1810 0 0.J 27 3 1.ti-3o 6 0 o !
. 'l04 ' I9 Co _.Q.J 2, 'L _3 0_-'to I.o 7.s.0 oa.25 10.+ 1000 cal]
. 1
, 1 h em - - - - -
*O N %
.__ ' .. @ "ii) 0) _h? h f's o A\ w JL 31 3.
,p^,. _
.+ -
.+._ . _ . , .
=. .
m i. - g;- i-7 A str . g-it - ~ - - t , . .t : , -, .,... : .
-_ ' DY.N.8Mt.C _Y E_RT.1( AL_PJ.LE._5TJ FEU E5.5 " * -
i
' t-
- t i ' > '
+-'
L
=cM__3.2,_f3- .
,a 1 - c y %.Q c i - '
i i ,
- : i.. i. .:
i
._C o. S. t. _M %.<s.s ! ; -
C.s.s.e S L M . n .s >
'(Gg3)
. i .t *
.;tgggg,4):
- 6
. ., 7 , , ., , .. .
- . l- i . ii i f. .
,- 1.
'iv -
- : - . i. . . . -; . p. ; ..;i! [ ; ; ; i , ,
- Y i.(SQ); r y,SJ) .
; is(50)'* -
;1 0.,9 ) f ' ; ' - i t.- u
'E(50)_ i-
~28,.(,13'-r !1 - ! ' F 6.L5o)' !
i25,3 6 ' l ' ' ' -
' ' ; ' ~L 3_(Yo) 28,.4 3.1 ' ' 7_LYo.)~ '25,.323 l
^
I - ' ; i * '
. i.
WiS.0). A *J 4.8, :: . . 8._(39) ' 10.j B 20 i ) .
, j !: ; -, l
,-l!- l '
l . _ _
' ' '9 (5.0).__ -_31].0.Ble ~
I)._(Lo.) 29)).53:
$9,335 '
11 70.L50.) l i ' L
' ~f * '
t.4_l59).. i Et, 9 21 i ILL40 - 34.,.h B .__. - ' - If_(Rc) *
~ 21,st3 j '
. 12._(!f.o 2d, .3_4.7
/4_.Ly a.) 11,5.Z5 i < r i > ,
j- -
- . .
- i *
- 1 j 0
, f I 1, e
- O
{ i ' t
. ,.-t ' I
, h [
j' i. A B ' l I e
- - , y 1~
e * , s
} +
. !' t 4 j
-I l . $ ., .
l 1- ' 4 3 I- I , ! i 1. * ; 4 ' 2 . i' : . .
.i- ' i;. i ! . 1 ! ! ' t g ;- .
i .. 4 6-4 0
- 4 b 4 .
h I
*
- t I
~
- 4 . t
~
4 ._._
._ e . j i +
n n+s *
;t , -
2. ?l ' p t- _} _ _ _ _ . _ . a j L .i s" )s , v ~ *-- I e9 r> - 1 a g; I .' !
. . = =.'._ ,l 6
_ ._ _ .__ _, __ j { a._._ f
. . .' :: L.._ _., _ :
D .: - . = - .
l( O C '2
.Q. D g Cil .3 Cil 1A' S 5000
/f.
.l -l-
/ I l l l l l -/.l _
<- COORDINATES E ~7 50 Dorehole South East E 785.00 g CII 1A .4992.05' 793.75 - CII 2 '. 4990.60 787.83
- CII ' 3 4992.10 780.00 '
, CII 4 5044.00 712.15 CII 5 5051.30 707.35 CII 6 5057.73. 697.65 # 5
/*
O Location of crosshole boring ggd i CII 4 S 5044 33 4 GC E 714.55 g CROSSIIOLE LOCATIONS -
- Cil ' S
. O >e,
- C.
4
r t SHEAR WAVE VELOCITY - (f t/sec) O' -1000 2000 3000 4 .. 0 + C Computed from geostatic 0 st.vess and' void ratio 7 4,21 10 j' g
'C Crosshole at CH 1,2&3 I
~{ .g d.Crosshole'at CH 4,5&6
[BJttom of 1 ,
! structure i
g
.v 20 \g i A z~ \, %s v
-{: 3 0 . -.
Ng
- i; 8
A r.
$ ~ 34.{
o N , C'
- approximate. top q of till
=l' 40 ,
1 s
\
\
6
.k
\
/
f ' 5 0 -- b
-i 6 0 - -- l
.1 l
fir.9RE 2 l SHEAR. WAVE VELOCITY PROFILES
?
+"
W - -
- . , - . w
Bechtel Associates Professional Corporation inter-office Mema/andum N, To ~ R. L.'Castleberry Date 13 August 1979 Subjec- Midland Units 1&2-Job 7220-101 From S. S. Afifi Surcharge Removal Diesel Generator Building Of Geotechnical Services Copies to ' 'S. L. Blue At Ann Arbor 10 D 5 P. K. Chen 7220-79-162 B. Dhar H. H. Burke /U. R. Ferris > A. J. Hendron, Jr. P. A. Martinez R. B. Feck J. O. Wanzeck K. Wiedner 1320, 3410 Geotech personnel and Dr. A. J. Hendron, Jr, discussed the diesel generator building settlement data which was sent to Drs. R. B. Peck and A.'J. Hendron,.Jr. on August 2,_1979. It was agreed that the
- surcharge can now be removed. Availcble data should allow the l required extrapolation on a semi-log plot to estimate the long-tern settler.ent of the building. . Dr. Hendron indicated that he discussed the natter with Dr. Peck who concurs with the decision.
l f bw~g's ' S. S. Afifi I SSA/nm I l l s-i: 2 l i. l s - L-
GEOTECH ANN ARBOR s' ,O M pouts S. L BI"* R. L. Castleberry my P. K. Chen o, AAO-Ceotech B. Dhar J. O. Wanteck
- y. A. J. Hendron/ John Dunnicliff o, Consultants W. Kinzer S. S. Afifi i o.,,16 Aurunt i. 79 re 10:4$/11:04 a.m. 1400. 3410 sueJeev Instriement Manitorine Durine Sureharte Removal Joe No 7220-101 he nurnome of the em11e in en amenk14mh the innernmane manienrine nrneram 1
durine the surchmene reinoval. %e followine itema were mereed =* con ==ene all of ust _ 1 a) Four deen borros anchors. five Sonder. instruments. buildine markers ) aghedmaral markern should be monitored frecuentiv. b) Morroe anehnra and nimeeforma need not to be monienred? h wever. the borros an ch orn should be eretected durine surcharte removal. c) Piemonerers should be tannitored freonentiv and also should be nrotected durine the surcharne removal. m V U4"Y. l
. f l rP.K.Chen l PKC/nto i
l l i.
. a-ev.
# 3M Bechtel A~ssociates Professional Corporation s
777 East Eisennower Parkway . Ann Arbor, Mkhigan a u #asentP.O. Sea 1000, Ann Atoor. M chegan 48106 10 August 1979 Ralph B. Peck 1101 Warm Sands
,, Drive S. E.
Albuquerque, New Mexico 87123
Dear Dr. Peck:
Attached are the copies of the settlement data of Diesel Genert or . Building, Midland Units 1 and 2. The results and interpretation of the Dutch Cone Penetration tests performed in the area c' Diesel Generator Building, and the Pipelines profile data. Please review and include this information in the file previously sent to you. In. addition, the new content pages of the file are also enclosed. Sincerely, tr-$r aftft - Asst. ESi'e f' Soils Eng. - l AM/PKC/nm Attachments ! l e
- 7. ( -
, .?L.;or eft la 4a:) *J Co w a A ~ .-*^ 4 w e , , - --er- o , noww
l i Bechtel Asmaciates ProfessionalC, poration 777 East Eisennower Parkway ! Ann Atcor. MecNgan (; und Asenesa. P.O. Box 1000, Ann Arbor, M<h.gan 4a106
)
10 August 1979 A. J. Hendron, Jr. 28 Colf Drive Mabonet, Illinois 61853
Dear Dr. Hendron:
1 i Attached are the copies of the settlement data of Diesel Generator Building, Midland Units 1 and 2. The results and interpretation of the Dutch Cone Penetration tests perforned in the area of Diesel Generator Building, ano the Pipelines profile data. Please review l and include this information in the file previously sent to you. In addition, the new content pages of the file are also enclosed Sincerely,
, /'cd~y d- .
1 S. S. Afiff ! Asst. Chie f ' Sdils'.Eng . AM/PKC/nm
- Attachments i_ l i
I l l
. \
l l l ( . s. l l af/s*Les *(tl.a duA.*J fses y Ce,m-eL
d Bechtel Associates Professional Corporation 777 East Eisenhower Parkway .
' Ann Arbor, ML igan - .*
6 4 A.e nP.O. Box 1000. Ann Atoor. Mcngan 48106 A
' 10 August 1979 !
Mal c T. Davisson 141ake Park Road
. Champaign, Illinois 61820
Dear Mr. Davisson:
Attached.are the copies of the settlement data of Diesel Canerator Building, Midland Units 1 and 2. The.results and interpretation of the Dutch Cone Penetration tests perfor=ed in the area of Diesel Generator Building, and the Pipelines profile data. Please review and include this information in the file previously sent to you'. In addition, the new content pages of the file are also enclosed. Sincerely, f S. S.'Afifi Asse Chief _ Soi-is-T!Tg-. ' AM/PKC/nm Attachments-4 [.- k S S e
- 8 A s . m . e
.. y. ..t . ,. . 4-- - - -
4-. _ . - . . . > ,
4 Bechtel Associates Professional Gorporation 777 East Eisenhower Parkway Ann Atbor, Meigan . u.u ..r P.O. Boa 1000. Ann Atbot, weh.gan 48106 10 August 1979 Richard D. Woods
-700 Mt. Pleasant Ann Arbor, Michigan 48103-
Dear Mr. Woods:
Attached are the copies of the setti me..t data of Diesel Generator Building, Midland Units 1 and 2.' Th tasults and interpretation of the Dutch Cone Penetration tests per 'ot ed in the area of Diesel Generator Bui' ding,.and the Pipeline: erofile data. Please review and include this information in .the. file previously sent. te you.
- f In addition, the new content pages e! the file are also en:losed.
t. l Sincerely, S. S. Afifi Asst. Chief Soils Eng. AM/PKC/nm Attachments l l l l 1 l 1
, .%- y w y- w y g p --- - -y
Bechtel Associates Professional Corporation 777 East Eisenhower Parkway . Ann Aroof, Michegan 4 m4 P.O. 00m 1000. Ann Atcor. Michgan 48106 August 27, M M Mr. Chuck'H. Gould P.E. 1165 Bardstown Trail Ann Arbor, Michigan 48105
Subject:
Consumers Power Company i Midland Plant - Job 7220 l Specification 7220-C-95(Q) Underpinning and Excavation File: 0120, C-95-PR
Dear Mr. Gould:
Attached for your review and comments are Specification 7220-C-95(Q), Rev 0, titled Underpinning, Excavation, and Placing of Concrete, and the Form of Proposal. This specification vill be used as part of a subcontract package for the work to be performed under the auxiliary building electrical penetration rooms at the Midland Plant Units 1 and 2. This specification and the Form of Proposal are the result of our many meetings in the Ann Arbor office over the last 3 months. Bechtel ! appreciates the effort and assistance you have given in developing this specification and requests your comments on the specification by August 15, s 1979. Very truly yours,
.L.H.
!dM(1s Cur ~
Project Engineer JGH/pd 8/3/4
Attachment:
- 1) Specification 7220-C-95(Q), Rev'O
- 2) Form of Proposal e
-t If
g- 4' *'M r Bechtel Associates Professional Corporation
~
e nture: P.arkw.sy 777 Car:;t Ci [~ Ann Asbor, Mecli@m - qq e. woosess P O. tStw 1000. A' !. sten 8/w.tu3m 401% 28 Aup,ust 1979 R. B. Poch 11011.' arm Sends Drive S. E.
. Albuquerqtte, !!cu l'c:elto C7123 ,
Dear Mr. Pech:
For your inforrztion, a copy of the 7th intrric report for the Midlend Project is enc 3cced. Sincerely, 8Z^p/9 S. S. Afifi p y, J017/nn Attachments - + f 9 9 W $ $ 9% ~ $6 e% 09 S g *E*$Mi$ _ _
. . . . . . . m.
s- t Y " " " ' '
, . Bechtel Associates Profcasional Corporation i
777 Ca:.1 Cir.cntever f',irkw.sy o Anti Atbor Michigan MM AnanrP.O. Dos 1003, Ann Arte.Unctwpn 4AIN fg , 20 Aur,ust 1979 A.. J. Itendren, Jr. .
. 28 Golf Drive-
!!.:horet, Illinois 61353
Dear !!r. I!andron:
For your infornation, c copy of tlin 7th' interim rc. port for t!:c
!!1dlcnd Projcet is encioned.
Sincerely, YLL' l p*,,y S. S. Afifi J0W/nm Enclosure s i 4
\
- x
'D
- r' 0
@0 lN h ' '
4 I,w,.,4,sfja taa.u g. y. . c.
,.a ,:. Mo a j s.
. .~ .2-_.. -
A s . _ . . f-4 LBechtel A5sociates Proiessio'nal Corporatiori 777 East ! r.< rilween P.asixniy Ann Atbet, Mictarjan '-
- o'
[.ty/:r'f.'l mu .. I'.o. ca.1o o.e. A,b:,,, usernan 4nics 28 Aue,uct 1979 t
+
- 11. T. Davlucon 14 Laha Pcrk P.on!
Chenpaign, Illinoin- 61020 Decr IN. Deviscon: i
- For your inforr etier... n copy cf the 7th interi: 2 report for the Midir.nd Projcet fn encloccd.
~
Sinecrcly, h h ( /~-) p'. - [ S. S. Afif1 J0W/nm Enclosure 0
.9 a
s '
$Noa$e1 *{4$e /*. 4!. y":.*,ya .e
- A.*r, m $1
~
L. !
. s ,
.. J
I D "% $ s
- Bechfel /d,rociMes Professional Corporation -
777 0a;t Ei;,r nhnv.s t hiskve iy g'
- Anti Atbor Mrcle:ym gpf 8, maors P O Con 10:0, Asws Ast<ie.f.hete pn 401r.c 20, Augurit 1679 C. M.~Could Dep..rtr cnt of Civil Ent.
Univo.rnity c f 1:ichigt.n
' Ann Arbor, !:ichir,an 40109 Decr !!r. Gould:
For ycur infon ::tior, a cei.y of the 7th interitt rcrort for t!.c l'idirnd Project is cnclosed. Sincerely, a.
.hdc'. f'/-)y e(
S. S. Afifi
. . JOU/nm T.ncicsure J , ,I '. ,
s ! d s , -( e ^q
- e Q'~ g -
U'*A!1 **p'(Er Er,-).*./ *. ., , y g ,
-4 ,. 1 .,- , ,
e w -..a <, -
. .- ,- 4.M*'
v Bechtel Associates Professional Corporation
.- - 777 East Derdwei tww.,y -
i f- ,.. Ann Arbor.l.0ciq).'an , t 8
- as f Aa.*esi P O. (%s s00.1. Ann Af bt,s. Mstleyan 401DL ,
28 Augu::t 1879- J T
~
R. ti. Lot!;hncj Lour.hney Devatorint,, Inc. . 2200 Crend(Avenue Baldstin, L. I. . New York 11510 Dosr. }!r. Loughnc.y: For your infor.ction,' a copy of the 7th interin report for the 1:idland Project is encler:ca. Sinccrcly,
' p s-
- 1 .)'a./..%./
) .
S. S. Afifi
' Joh'/nn T.nclosure '
e e-.s. 3 ( k A l
.{^
w
, , ']'
9
- m. .. , m,.s. ,_, m2 u.$ -
\
t, . - .
'Bechtel Associates Professional Corporation '
777 East EisenNr Parkway Ann Arcor.Micnigen we :P.O. 50s 1000. Ann Arcor h cngen 44106
.; s 2 ,
10 September 1979 C. E. Gould Department of Civil Eng. h iversity of Michigan
>cn Arbor, Michigan 48109
Dear Mr..Gould:
Attached you vill find Interin Report 7 Identification Sumary, dat'ed Ser* mbar 4,1979, for your information and disposition. Sincerely, , S. S. Afifi Asst. Chief Soils Ing. J0'J/nm Attach 1sene. A' S 4
.Becht@l Associates Professional Gorporation 777 East Eisenhower Parkway Ann Arcor, Echigan *
-4 m:P.O. Ber 1000. Ann Aroor. wicwn 48106 10 September 1979
- 11. T. Davisson 14 Lake Park Jtoad Champaign,' Illinois 61820
Dear Mr. Davissoc:
~
4 Attached you vill fi- d a Interin Report 7 Identification Summary, dated September 4,1979,. for your information and disposition. Sincerely, S. S..Afifi Asst. Chief Soils Eng. i J0W/nm Attachment 1 L AYeaber &&Ea 85 $ = G$ !'"I"' e - m- - , - ~ ,- w -
Bechtel Associates Professional Corporation 777 East Eisenhower Parkway g:1 - Ann Arbor. Michigan
-L *-
men 4.s es:P.O. Bos 1000. Ann Arbor. M+cN0e'n 48106 10 September 1979-A. J. Hendron, Jr. 28 Golf Drive
-Mahomet, Illinois 61853
Dear Dr. Hendron:
. Attached you vill find Interim Report. 7 Identification Su:r.ary dated September 4,1979, for your information and dispositien.
Sincerely, S. S. Afifi Asst. Chief Soils Eng. J0W/n= Attachment A+
. ,< j 9
e-
)
s i 054 YLAs 8aaUn,!C of Go v =.s> t l to WP _ _
-Bechtel Associates Professional Corporanon 777 East Eisenhower Parkway ,
Ann Arbor, Michigan -
. . . asedm:P.C. Box 1000. Ann Arbor. Mich.gan a$106 4
10 September 1979 Ralph 3. Peck-
.1101 Warm Sands
-Drive S. E.
Albuquerque, New Mexico 87123
Dear Dr. Peck:
4 At'tached ycu vill find Interim Report 7 Identification Sumrary A dated September 4, 1979, for your information and disposition. Sincerely,
~
24 swr,- S. S. Afifi Asst. Chief Soils Eng.
-J0W/nm Attachment 2
I 1 l l l i (. 4M a s!tAsAseMLC4 9' G- - -- >
Bechtel Associatt ?rofessionalCorporanon 777 East Eisenhower Parkway Ant. Arbor, Micf09er): me.#ase=u:P.O. Son 1000. Arm Atoor, Michigan 48106 10 Septemke, litt Richard W. Loughney
- Lougheny Dewatering, Inc.
2280 Grand Avenua Baldwin, L. I. . New York 11510
Dear Mr. Loughney:
~
Attached you vill find Interim Report 7 Identification Su=: mary, dat.ed September 4,1979, for your infor=ation and disposition. , Sincerely, Y S. S. Afifi Asst. Chief Soils Eng. 309/nm Attachen:nt i l l l i l l l l Uus/WA:h:CyqG, ^-> i
,- Bechtel Associates Professional Corporation
' 777 East Eisenhower Parkway Ann Arbor. Machigan .
Msef Am ostP.O. Box 1000. Ann Areor, Mecnigan 48106 MEETING NOTES NO. 1056 MID MND UNITS 1 AND 2
. CONSUMERS POWER COMPANY BECHTEL JOB 7220-101 i
DATE: September 13, 1979 ! PMCE: Ann Arbor, Michigan Conference Room 9(B)33
SUBJECT:
Diesel Generator Building Modified Borros Anchors, Sondex Instruments, and. Deep Borros Anchors; Diesel Generator Building Instrumentation after Surcharge Removal ATTACHMENTS: 1) Scope of Work for Content of Report on Sondex Gages, D-ep Borros Anchors, and Modified Borros Anchors
- 2) Ta10 con, S.S. Afifi to J.C. Dunnicliff, 6/29/79
, ATTENDEES: Bechcel GZD CPCo. Consultant S.S. Afifi J. Errico R. Wheeler J. Dunnicliff P.K. Chen 2.C. McConnel A. Mohan PURPOSE: 1) To resolve the items _ discussed in the telephone conversation between S.S. Afif1 and J.C. Dunnicliff l l (subject: instrumentation), dated June 29, 1979 I (see Attachment 2) j
- 2) To discuss the required instrumentatiot. Mdification 4
after surcharge removal ITEMS IISCUSSED/ ACTION ITEMS: Bechtel 1)' Bechtel engineering will return the prelim %ry
. Diesel Generator Building Instrumentation Report (Volume 1) to Goldberg-Zoino-Dunnicliff & Associates (GZD) with comments by September 21, 1979. GZD will incorporate comments from Bechtel engineering and ^ geotechnical services and submit the final report on October 21, 1979 (Item 1 in Reference 2, Attachment 2).
L
4 Me: ting Nctcs No. 1065
'Page.2
_ GZD - 2) GZD will finalize and submit a report to Bechtel 4
- concerning measured data on Sondex gages, modified
-borros anchors, and deep borros anchors. The date of submittal will be agreed upon later. . The scope-of work for.the report-is described in Attachment 1.
I lGID . 3)' : GZD will submit the final corrected data for crack gages and pipe profiling to Bechtel engineering. GZD 4) GZD will submit the measured piezameter data to Bechtel engineering. , j Geotech 5) Sched31e a meeting-in November with J. Dunnicliff to reviar settlement and crack gage data summaries. Engineering 6) Preserve and read the following instruments until l further notice:
- 1
\
i .! a) All diesel generator building narkers i ! I
- b) All pedestal markers j
c) Four' deep borros anchors and five Sondex gages !~
.d) All piezometers j s I j
e) All instruments in clusters 1, 12, 13, 15, and 16 j GZD 7) GZD will generate derailed installation requirements i for minor modifications required for two deep borros j anchors to allow monitoring the pedestals.
/
f, .f (b~ S. Afifi j SSA/BCM/lbp ' 10/8/6 f i we e gweesese y-- - e y e e gsg 7tW-'
S . hec'4 m .I SCOPI OF VORK TOR CONTINT OF RIPORT ON SONDII ,CAGIS, DIIP 30RR05
.ANGORS AND MODIFIID 3ORROS ANGORS h ..( -
-SONDII CACIS The repor: should ' include the folloeing:
1.. Scope of CID's work.
- 2. Description of ins:rumentazion '
- 3. Outline of installa: ion procedures *
? ".
4
-4. Instru=en: locations. ~
- . 5. Reading and data redue
- 1on procedures
- 6. Tabulated raw field data. --
7. Plots of vertical novament versus depth at different times, together with a description of the procedures used and a ple::ed e::a==le of these procedures. DII? 30RR05 ANGORS (3A-61 throuth 64) ' t The report sho,.1d include the following: ,
- 1. Scope of CID's work.
- 2. Description of instrumentation.
- 1. Outline of.insta11atien procedures
- 4. Inst . ment locations.
- 5. Reading and data reduction procedures.
- 6. Tabulated rau field data.
-7.
Tabulated data cerrected as necessa y fcr te:perature toge:her vi:h
' a des crip:1en of the procedures used.
. MODIFIID 30RROS ANLt. 5
*"he repc : should 1.sclude the fellowing:
- 1. .Secpe of CID's work.
I
- 2. Descriptics ef inst:,:sen atten.
- 1. Outline of irs:allatien procedures.
4 Instrumen: locatiens. :.
- 5. .Readi g and da:a redue: ion procedures.
i
\
D**]D *D Y o e h\ o f S S m
1 l 1
-- SCO?I 07 k'0FX TOR CONT 2NT OF FIPOK! OM EO:CIX GACIS, III? 20RROS, ABC50RS AND a
\
P43!?IID 30AR05 ANCP. ORS (Continued, Page 2) 1
,r , -
- 6. - Tabulated rav field data.
- 7. Tabulated raw data corrected as necessary for tempera:ure, toge hr: vith a description of the procedures used. -
- 8. Tables of absolute settlement versus tir,e at each =odified Borros Aschor, together with a description cf the procedures used and a plotted exan:ple of these procedures..
O MM 1 S T (_ - . . 4 4
- v n -
P w h 4 spe b GEOTECH
, ANN ARBOR
=
l nour S. L. Blue 1 1
- -my Afiff. Chen. Mohan, Wanteck o,Geotech 3. Dhar '
i to J. C. Dennieliff o,CZD R.' L. Castleberry j o.v 29 June . 79 v. ,p.m. K. Wiedner !
.1400, 3410 l suessev Ta** msentetion so wo. 7220-101 {
Ne tM 11 cenHm ceaversatien between J. C. Dunnieliff and Bechtel Persennel on June 29. 1979: ! Goldbere-Zeino vill finalize the instrument installatics report for the diesel 4 reserator building (Volume 1) and subrit it to Bechtel. Tr.e report vill be 4 subnitted after surcharge removal and the date vill be agreed upon later.
- 2. 3. C. Ihmnicliff vill continue to review surcarv niets nrenared bv Bechtel
, 'er the benes anchers. settlenent n1stes, piezoneters and building settlement data and vill advise of any co: cents regarding the data from an instrumentation vievnoint . Bechtel vill continue to make the measurements of the individua.1 l 1 instruments for the borros anchors, settlement plates, settlement rods in the 1 i nedestals and niezoneters. l
- 3. Goldberit-Zoino vill make the measurements of all the precise settlement instruments l at the diesel generator building area (Sondex, redified borros anchors, and the l l
four neviv installed deen borros anchers at elevation 535). Goldberg-Zeine vill ! also nerform te=nerature corrections and all other instru=ent related data interpretations. A report vill be sub itted to Bechtel after surcharge removal I which vill contain this data along with a description of the instruments and instru=ent insuls .e p.ocedures. ;
. Sese eSSSte
'o .
e GEOTECH ANN ARBOR C d 1 . 4. Dr. Peck's suggestion, regarding the insttlation of du==y gages to be used , for temperature corrections of the precise settlement measurements was also ! conveyed to Mr. Duenicliff. Dr. Peck suggested the insttlation of possibly four duimry gages, each consisting of a pair of rods in a casing of the same type as that in the actual gages. 1 One rod of each pair would be identical in I l size and material to that in the actua:. gages, and the other of invar of t'se l same dimensions. Each assembly would ter=inate in a block of concrete placed on to'p of the fill inside the building, adjacent to an active gate. The ir rations would be selected to provide a range in length of du==y gages corresponding to the maximum range of the active gages in the building. Mr. Dunnicliff stated he vill work on this proposal and get back with Bechtel as soon as possible for implementation.
- 5. With respect to crack gage measure =ents .Mr. Dunnicliff suggested that Bechtel plot the data and send it to him for reviev vith respect to any instrument related interpretations. Ad r!. sed'Mr. Dunnicliff that we vill let the project know of this recommendation.
S. S. Afifi SSA/nm 3l!
. - ~ - -
~
GEOTECH ' ANN ARBOR 5~ 4.N
~'
,.. ,, X ev 8. [ CW or d b M ,
/ _- c.n.e ~
T" . t Ms ~ f6 ru-or 's. $ .*Ok () A,-3. / 7 .- :. - , g, y. o ,e
. 79 'x . . /
i . e-' ".N 1400.- 8Db. l
....,e, 2:rd-e M i t ~ ~lz b 5 1.C Ad s.. ~.l 72u --/-/ - l 8q km Aw uA 64 34 s#p l
l
>} /u,14 A -J k.7A4-A~ A ,,es n~JA !!,f.fl ~ A6 Y #4. AA- t J AM i: D M l -> J # (-1; S E - M ) ,_ .w A. M~a/J us r v Ac- A
~~~ zns d n \
f Ze ~ ;%ed o4L M i s ~~ J
/
hw - f
-d
~*fAd. af 4)/ sura e-- dm ud
/d d A>nh s., /
4 )/s eA le kJJ ldh MA~ ~~,,J o u;A'. A Ae:.rir. I l o.2
,2o _
2obspg .. _
Bechtel Associates Professional Corporation T . Inter-office Memorandum To. L. H. Curtis Date 18 September 1979 1 pg 111dland Units 1 & 2-Job 722f-LQ1 p,,, S. S. Afifi In-Situ Shear Wave Velo
}'easurements - Diesel-@ de gigratar.
M. Geote hnical Services Building and Tank ~ N ha ~ '
' *# Ann Arbor 10 D 5 S. 1,. Blua 7220-79-193 B. Dhar C.-McConnel J. O. Wanzer'"
1320, 3410 R. Woods ' . In order to evaluate the seismic response of the structures supported by. fill to determine that they satisfy the constittment made in the PSAR, it was decided and agreed between Engineering and Geotech that , in-situ shear wave velocity measurements would be nade as follows: l a) Diesel Generator Building: Three or four sets of in-situ shear wave velocity measurements will be conducted. For each set of measurements, three boring holes (approximately 45 feet depth) will be required. Also. one additional set will be made outside the surcharge: area to evaluate the dynamic modulus difference !
. between no surcharge versus surcharge, b) Tr.nk Farm Area: Two sets of in-situ shear wave velocity measure-
- ments will be conducted.
The boring locations are listed in the attached sheet. 4 All the in-situ. shear wave measurements will be made by Dr. R. D. Woods (Consultant) . J. O. Wanzeck and P. K. Chen (Geotech) will coordinate ! with Engineering and Field to accomplish the task,.... --
~
l l J PKC/nm. h d
*,.A.-
TANK FARM-i SET ONE SET WO (1) l350E 200 E l 4,625.S 4,600 S
- I' (2)~ .350 E 200 E' 4,619 S 4,594 S (3). 350 E: '200 E'
, 4,610 S 4,585 S h
4 NON SURCHARGE AREA } , SET ONE ALTERNATE SET (condensate storage tank)- (1) -125'E 400 E 5,272 S 5,225.S (2) 131 E ~400 E 5,272 S 5,231 S (3) 140 E 400 E 5,272 S 5,240 S i l r I , n$-
) !
1-l
.l.
l 9 1 i
'l y -w $ t 4--
. s e
y BORING LOCATION COORDINATES
., DIESEL GENERATOR-BUILDING-SET ONE - SET 1M0~
(1) 182 E. 185 E. 5,110's.- '5,067 S.
- (2). 203 E 191 E l 5,110 S ' 5,067 S ~!
I q _ (3) '212.E 200 E -!
.5,110;S. 5,067.S SET THREE' SET FOUR .
(1) 295~E 300 E 5,110 S 5,067.S I g (2) 317 E 306 E
- t. -5,110 S '5,067 S- i (3). 325 E. 115 E 5,110 S- 5,067 S I
l 1 1 l a F l k k, 4 r-M 4
/
, , 2* g 9 e , , , , . - , , y--
b7C
@ / 7 B C; ff -
d COLLEGE oF ENGINEERING .
-(" vr ,,,
DEPARTMEMT OF C.tviL E%Nff A146 .
. ANN AR60R, Micm6 AN 41S10T
+ Oct. 15, 14fiq r i- Mr.' Don Schulze l Goldberg, Zoino, Dunnicliff,& Assoc. 30~ Tower Road.
- - Newton. Upper Falls, MA 02164 RE
- Dispersive Soil Tests, Midland ' Nuclear Project 7220 5
Dear Mr. Schulze:
- We have completed dispersive soil tests on samples of dtke
< stockpile material furnished'to us by Bechtel from the Qidland . j' Nuclear Project. The tests were requested by Dr. Sherit i .Afifi, Bechtel Power Company, Ann Arbor, Michigan. Our ! test results-indicate that the dike stockpile samples are j '. not dispersive.according:to criteria. established by Sherard
- et al (1976) , J. of' Geotech Engr. Div. -(ASCE) , Vol.102,
! -No. GT4. l l Approximately 10 poundsiof the dike material uas sealed 1 '~ in a plastic bag and submitted for testing on 6 October 1979. l
- The soil appeared to be a grey, moist, silty clay with some
' coarse sand.and gravel.. It was labled as clay fron. the dike
~
- . stockpile .with 62% by weight passing the,f200 sieve, I.D. '
] No. 5964, source P-5'from Poseyville test area, requisition'
~
j no. UST 255 test. fill ill. Three smaller, 200-gram. samples l of the soil were removed 'at random from the plasitic bag for
- testing.
1 ' i- . The; dispersive characteristics. of the soil were determined l by analyzing; pore = water extracts of.the_ soil samples'following
- the' procedure recommended by Sherard et al-(1976). The-basic procedure is to prepare a saturiitiBK extract from th'e i soilisamples and. determine the ' total dissolved solids in j: the extract (TDS-in meq/ liter) and-per cent sodium'(% sodium = i
-Na+ (10 0) /TDS) .- TheseLtwo measured values are then plotted
. againstione' another on a- dispersivity chart (see attached- !
. -figure). A soil is identified as dispersive, non-dispe'rsive', or questionable depending upon which zone it falls into on the chart. The following-criteria apply:
. Zone A 'Jispersive Case histories'and pinhole tests confirm that soils L =which plot .in this ::ene can be expected to be disnercive V - - -*+ ,- .,-.,,# .,mw. -..m ,,y,...,,.._,.o..,,., , , . , - - - - - - , , . ,---*_w.-- - -
1. Mr. Schul'o.z - Prof. Gray! _ *
'page'2 (
.g . Zone B-NON Dispersive , ,
'The great majority of.these soils are non-dispersive.
A small percentage'of exceptional soils in Zone B erode in the pinhole test _ exactly the-same as do soils in Zone A. Zone C-Ouestionable Dispersivity Soils in this group range from dispersive to non-dispersive
' (according to case history) . A few of these soils give intermediate reaction in pinhole tests with some apparent colloid.al erosion but at a very slow rate compared with Zone A.
If - test samples fall in Zones A or B a definitive ~
- diagnosis is obtained from a pore-water or saturation extract analysis alone. On the other hand, if t' ; plot in Zo'ne C, then another type of dispersion test '(e.g. , pinhole test or SCS dispersion test should be run as well) .
The three samples of the dike material tested all fell well within Zone B Non-Dispersive as shown in the attached ! figure. We can conclude that this material is unlikely to be dispersive. Consequently.no additional dispersion tents i are recommended at this time. ~l Sincerely, "y Y Donald H. Gray Professor of Civil Engineering DHG:smm Encl.. . CC: Dr. Sherif Afifi Bechtel Power Co. P.O.-Box 1000
- Ann Arbor, MI- 48106 1
i l l 4 8 -
, - - . , - , _ - , - . ,-.,.,,-,w- ,n, ,
c . i 1- . - . . . . im
~
D/SPERS/V/TY ' C// ART from S/xhrd ela/Q916) , .s
- g. ,,, . .
w .t.Ar .y - tag'.. 9 4. .gi
%.,,.N,,%s--)N- wg%,,,%g%
i '* f \ . s s -=\ s s Nki 444 T
.4*% 34a J"- --.
!. r- \ . s N/o s- 4'80 \
- s \ N s,
N#o N 3.tos.A*
\stesaevem) N s\s N~
sg $,'(k.p*e N
.4 -
\ (*s s N
\s l
- 3.n s.g s N
s s
.s. -
s, s f - g N $9 ' 'N \g
\g 'N N
I
.I - S.
. .r,s
'*\
s
-s N. N s,
's \s x \s M i'U E E 3 _ s ,
j % -
~,'0), S. \g ' \s, N g g
's ~%
g
\ ~'
k
=
R4 _
% -n ,
..D/NE S?OCkP/LE
- . ~s s -> ss swaas-momo
}
-o v%AR ~'~~,.%~.~',
~
1,, vel
~~-
-.., 9' -, I. , , , , I
, , , - l ,", , ,1 , ,,g, NGCLFAQ PROJE-CT 01 0.6 1.0 5.0 to 50 ,100 500 Total Dissolved seru 4 Seiwetten Envect
, (M. E4./ User)
/ . 1 TEST RESOLTS SAMMENO. TDS &+ %g4
. #'9lC 'MWf ~
/
' /SY 4.0 2,6 E: B.5 3.8 E8 i
i .3 /5/ 3.5 23 . 4 4 0 D**D "D oo o 2 {\
. a
[ -
.C. H. COUI.D 1165 Bard >rowiiTrail
=
Asii: Arbor.Mi 48105 '
,, , 313/663 5028
' (;
_ October 17, 1979 Dr. S.S.!Afifi Bechtel Associates' Professional >i ~ Corporation.
-777 East-Eisenhower Parkway P.O. Box 1000 Ann ~ Arbor,'MI .48106
. RE:' Midland Project, Underpinning
Dear Sherif:
1In accordance with your request, I have reviewed the
~ technical. aspects of the. bids-solicited from Mergentime Corporation and' Spencer, White and Prentis, Inc. for.under-pinning at the-subject project. My opinions are based on my best- judgement of the adequacy of general concepts submitted by;the bidders to fulfill the requirements of Bechtel tech- .
nical~ specification 7220-C-95 (Q) . My. analysis of the technical aspect of the bidders proposal is directed towards satisfying the intent, rather the-letter of:the Bechtel specification. Their proposals lack' sufficient specificity for analysis of the latter. My analysis.is predicated on the drawings and specificat: ;s furnished to me by Bechtel.and itemized in enclosure s . Prior to getting.into a detailed analysis I would sum-merize the technical evaluation of' proposals as follows:
- 1. The' Spencer, White and Prentis base proposal is. acceptable
~
contingent on correction of.the deficiencies-listed on enclosure (2).
- 2. The Spencer, White-and Prentis alternate: proposal is un--
acceptable.- 3 .1 - The Mergentime Corporation proposal is acceptable.
- 4. NeitherJbidder indicates a. sensitivity-for priority and risk ,
in the sequence of operations as indicated in their " staged"'
- drawings.
It seems appropriate to first: comment on item 4-since it-t
- relates to 'the ~ quality of both proposals. The objective.of
. theDspecifications is to provide foundation support for' Category
-I structures (Valve Pit and Auxiliary Bldg. Wings) which will 1; ' preclude anyfpossibility for delay in licensing offthe plant'due'to the r.ature-of their foundations; and
- 2. cminiSize' dae- risk in achieving 1, above. . ,
4
- . .. . . - - ~ - . . - -
^ ~
- fC. H; GOULD: - .
, . n ,
d
'i . .
;The primary risk in: achieving:the' objective lies-in'-ex-
#Ac ~ speriencing settlement toLthese-structures.whichLmanifests
-itselffingthe form'of: major cracking or failure of.the. super-
- . structure; overlying:the foundations. To minimize this risk ,
the Bechtel specifications provide for the following: il. . Temporary support of the Valve Pit structures. prior to excavation of;anZLadjoining or underlying foundation-
- support.. The temporary support-is-so founded that it-is either not subject.to settlement during subsequent.
excavation :or settlement will occur so slowly that the itemporaryrsupport:can.be~ adjusted to~ compensate for it. ], 2 . .. Grouting.of-loo'se material in'and around the excavation tzone' underlying the Wings.
- 3. ' Achieving. caisson' penetration by. jacking in leiu of under-j mining.
P 4.- Providing: jacking capacity capable- of sustaining: the total foundation' load infcombination with conservative design
-stresses inLthei soil-and. caissons'whi'h c would permit'an individual caisson'to. assume a significant portion of the
, foundation load'in any-emergency. j.
.In. order to-realize the benefits for-the premiums associ- ,
3 ate'd with. items 12, 3'and 4 above,-it is essential that caisson-support of theTwingstbe~ achieved at the earliest possible moment!after. excavation is commenced. [ My interpretation of either'(SWP or MC) proposal.would
. indicate the aforementioned objective is not: considered a high
[ i~ priority. It is~ remotely conceivable that either proposal might accidentally produce ~the desired result, but it is a i- remote possibility. . Consequently,-I recommend'that this < fobjective.be explicitly required,.and!thatiany underpinning
.of the Turbine Bldg. be deferred until.the^first 1000 kips of-
-caisson; capacity _'is installed'under the. wings.. The grouting-4 under the: Turbine Bldg. mat in. advance of the excavation will minimize the risk of settlement of the. Turbine Bldg. mat during j thistphaseJof the operation..
h . RThe SWP base proposal does contain numerous qualitative-L deficiencies and a few quantitative deficiencies, as itemized .
. in' enclosure n(2) .' > Assuming these deficiencies are ' correctable, 4
the realiissue;is the adequacy of their basic approach using 1 belled' caissons and?l6"$ jacked: piles. . The jacked piles are. adequate"anditheibelled-caissons do provide'a quantitative technical."plus"Lin that'they minimize the number of times the , xfillrand. obstructions-mustibe penetrated.
.Itris possible toJexcavate: bells in as c1cce proximity ito :each[other ~as they?have ' indicated :as long as they are done
.one at:aftim~e, as.per: specifications; Since the bells'for two
, JofE the caissonsikill be partially: located in the concrete backfill ofcthe previousttendon gallery. excavation side slope,
- .there :is ;a real possibility of; sloughing or collapse if the
; bells-are excavated ~withoutasupport.
~
An associated problem'is l is F - N 2
.- . , _ , _ _ _ . _ .u.__ . _ . . . _ . ~ .
s - .1
~
- C it. GOUI.D ;
that"they1could : encounter: aJ waterladen sand = finger while
;._ excavating the' bell. ._Therefore,.itEwould'seem prudent.to-E :
inquire as to how they would proceed in the' event that a-sand finger-or. sloughing were encountered:(i.e', . would they extend the! shaft, or. grout, or put on. air pressure, etc?)
- The Mergentime.proposallconforms.to.the specifications,
! except-for'the: responsibility for cracking. I do not agree l with their rationale for excusing themselves from the re- _ sponsibility. Nonethe less, I can appreciate their-reluctance to issumexthe responsibility in view of the potentially astronomic cost of the consegre.";es. Perhaps a limited li-ability; situation would assure $achtel of responsible. conduct by Mergentime.' For instance, have Mergentime responsible l for up to S10,000. damages per occurrence and up to $50,000.
- for the aggregate of'all~ occurrences. (If SWP excluded the cracking in a section of their proposal that I did not review,
[ -the same example could be applied to them equally well.)
- The Mergentime proposal offers an unspecified plus in that they. propose to demolish part of the mud mat'under,the Wings. It now appears that'the mud mat will have to be re-
, moved to insure the' dowel action between the base slab of the l Wings and-the underpinning concrete. Demolition of the mud mat is presently not a specified requirement. The SWP alternate proposal is not. satisfactory since there is no. mass concrete placed under the Valve Pit. The , mas concrete is essential for resisting N-S, horizontal seismic
'orces on the Wings and Valve Pit.
t 8%ncerely,,} f-L 00 / 0t01, Charles H. Gould CHG:jn. l I. o ' s > V -- m ,.. -, . * **wd. m - w-m 8
+
ENCLOSURE l-Technical Review Data - Midland Underpinning
~
r-l'. SWP letter of September 26, 1979. 2.- SWP. Exhibit "C", sheet 16 of 17 and 17 of 17.
.i.
- 3. SWP Drawings No. SK-1 and SK-2, dated September 8,.1979,
~ !- Rno revisions.
- 4. Mergentime Exhibit "C", sheet 16A of 17 and 16B of 17.
- 5. Mergentime Drawings No. M-1 thru M-9, dated September 1979, no revisions.
i 'I 1 e n 4 (
-e e e , r
ENCLOSURE 2-t- t j .SWP Technical Deficiencies (Base Bid) l
- 1. Access Shaft
- a. Wood lagging above elev. 608, not responsive to o . specification. Metal, concrete required if the material is" abandoned in place.
i b. Concrete Backfill:
- l) Creates. overturning moment on mass concrete l under valve pit.
2). Additional cost of Bechtel furnished materials, a) Vibration isolation b) Concrete approximately 800 CY @ $50 = $40,000 l l 2. Valve Pit Structure
- a. Concrete piers and pretest piles not required and not acceptable alternate.
- 1) Valve Pit temporarily supported by Bechtel in i
advance, therefore, no direct support required. l 2) Pretest piles will be engaged by mass concrete i fill and thus mass fill is ultimately pile sup-ported. , L 3) Concrete used in pits needed in weight of mass fill ; to resist North-South lateral seismic force. 1 o
- b. Additional pretest pile capacity required under Turbine j Bldg. to: accommodate temporary support load from Valve Pit (since piers and pilesJunder the structure are not
. acceptable temporary support).
I c.. Pretest piles not acceptable in sequence shown.
- d. Single lift placement of concrete fill not acceptable. .
l Specs required 5 ft. lifts after initial 2 ft. lift to l i permit removal of bracing or loosening if.left in place. ] ll e. 6" vs. 3" drypack. Do not believe they can achieve l mass' concrete fill to within 3" of foundation on a uniform basis over an area of the size of the Valve i Pit.- .Therefore, not acceptable without proof-of pre-l vious-success on that'large of~an area. l L
f I^
'3.: Turbine' Bldg.
/~j, 'a. Note they' included valve pit load which'is redundant
.under their proposal ~for direct support of valve pit.
,. See 2a above - but is now required - see 2b.above.
b..-Assumption in regard to EST's and FLT's not' acceptable
; -condition in view of-payment section for additional length.
I do.notIhave drawings C-2005 or.C-2006, therefore,
~
ic. I cannot-comment'on their conditional statement. d.' Assumption that work is OA is not correct.'
- 4. Auxiliary' Building
- a. 11 ft. diameter belled caisson shaft does not penetrate the till the requied 2 ft. Therefore, all caisson
-bottom elevations must be lowered ~2 ft.
- b. I agree 'that the empty shell test is not required .for belled caissons.
4 4' i
as
=.
SOIL & ROCK INS I RLJMEN IAI ION StI. i .oYn!c'tYrYAsso'c$a$ts,in$ October 19, 1979 File No. D-2010-C Dr. Sherif Afifi,
- Bechtel Associates Professional Corporation, P.O. Box 1000, Ann Arbor, Michigan 48106 '
Re: Midland Units 1 & 2
, Diesel Generato'r Building e Settlement Measurements
Dear Sherif:
The purpose of this letter is to make a correction to my August 13, 1979 review of DGB settlement measurements in which settlement data for Modified Borros Anchor #44 were incorrectly calculated. I am enclosing revised versions of Table 1 and Figure 2. I apologize for this error. Sin cer,ely ,-
,q ,,
iJ
- 0 (l.4A 4. W ,
h c(_, JD:me dohnDunnicliff ' Enclosures Geotechnical Instrumentation Consultant cc: Walter R. Ferris, Bechtel, San Francisco l l
^ 30 TOWER RO.. NEWTON UPPER FALLS. MASS. O21 1
.i TABLE 3. MODIFIED BORROS ANCHOR DATA
- x I ' MCDIFIED ANCHOR RELATIVE A N TffrE Am m TE ZCNE B. A.# - ILEV.- SETIIDfENT SEITLEMENT SETILDEh'r ft. in.- CF MEZZANINE OF (4)
(1)- FLOCR AT ASUICR ANOOR in..(3) IOCATICN in. (2)
-2' 616.0 .035 .170 .135 MID 3 606.5 .040 .163 .123 MID 9 607.4 .095 .186 .091 SE
-10 615.0 .095 .181 .086 MID 12- '591.5 .075 - .170 .095 MID 17 '584.5 .055 .110 .075 NW 20 612.0 .040- .125 .085 MID 25~ 611.0 .045- .196 .151 SE
'29 622.0 .020 .170 .150 MID 30 615.3 .035 .163 .12S MID 31- 615.0 ? ~.192 ? SE 33 609.0 .070 .156 .086 MID 37 606.2 .020 .094 .074 hv 38: 613.0 0 .092 .092 hv 39 622.0 0 .010 .010 hv 40 615.0 .030 .076 .C46 hv 41 608.0 .015 .083 .068 hv 42- 591.4 .045 e .074 .029 hT 44 599.1 .025 .100 .075 hT 49- SE9.5 .065 .175 .110 MID 52 586.0 .050 .121 .071 MID 61 535.0. .230 '.230 0 SE 62 535.0- .140 .140 0 MID 63 '535.0-
.195- .195 0 SE 64 '535.0 .095 .095 0 -NW (1)' Relative settlenent between anchor and rennnine floor, between elapsed-time 60 to 120 days, extrapolating as necessary on plots updated through August 2,1979.
.(2) Based on contours drawn-using BL 61 through BA 64 data - See Figure 1.
(3). Difference between tvo previous colunns.
-(4) See Figure 1- for zone locations.
.w .- . _ .
a a . - _. . , m. w k s + Sec carrmenk ".3 in lebber 62f -- - - - - - - - - - - - - - - - - - - - - a . e l_egend : 4g, . . . . . . _ . _ . . . _ . _ _ . . . . O NW.. Zone . . . . . O MId zons
& SE 2one.
O by.g . . . G : .._ e ._- a-......--...-. (see py 7-;- fa,
, a lo co b-ions )
i e b . 64 - - - - - - - - - - - - - - - - - - - - - - -- - O
. G -
A a - G f og . . . _. . _ . _ . _ . . l 1 t ! , g,o .. _.. _ _ _ _ . . _ . . _ _ _ _ _ _ . _ . _ _ _ _ . _ . . . . . _ _ . _ . . . g- G. e
.o
+ ;
cs s( $f$ . . . . . . - - - . . .. ..
.W I 2
O O M I.hL/Mb PLANT Sq, . . . . - - - - - . _-blifEL gee /tKAT~ot 8vtLhm G 1 1 Schblement vs dephh G SBS - - - - - - -
. . . . . . . . - . . O. u.-.-.... ......,. , . . . . . - . _ . . .. . . .
Figure 2
~
580 - - - - - - - -- - - - - - o
}o a Y y y
a o JB o 11 , 4
- o. o.; o.1 c.3 in=h es
. Absalobe... sebelement Lebween day & o and dqy i2 o
m na Rcr r- .
- L SOIL & ROCK INS I RLJMEN IATION
$[E!E October 19, 1979 File No. D-2010 Dr. Sherif.Afifi, bechtel' Associates Professional-Corporation, p.O. Box 1000, Ann Arbor, Michigan 48106 Re: Midland Units 1 1 1 Diesel Generator Building Settlement Measurements
Dear Sherif:
8 In response to your request,. I have reviewed your plots of initial elevation versus settlement at the 14 Borros anchor and settlement platform clusters sent to me on 9/20/79. The last date on these plots appears to be 6/15/79. i { Cluster plots My approach has been: ! (a) To look for irregularities in the cluster plots, recog-nizing particularly that, unless arching is taking place, settlement at a particular elevation must be greater than settlement at a point below that elevation.
~
(b) To judge irregularities on the basis of instrument plan 1 l positions: 1. . we should not expect a smooth cluster plot if the instruments are widespread in plan. (c) ~To judge irregularities on the basis of anomolies noted on the installation record. My review is summarized on Table 1. Note that I can in no case provide a conclusive explanation, but I believe the review does provide input to judging data quality.
- 30 TOWER RO.. NEWTON UPPER FALLS . MASS. 02164 617-965-3700 i W.-
. _ _ , j i
. . j
~
Page 2 - Bechte1 Assoc. Prof. Corp. - October 19, 1979 - File No. D-2010-C
~
Settlement Below Elevation 600 Ft. ' During a telephone discussion on 9/20/79 you gave me the following data: Elevation Number of Anchors Settlement Through l _ 7/27/79-599' 2 0.8", 1.3" 592' 3 0.7", 0.7", 1.3" 585' 2 0.4", 0.5" and questioned the scatter of data. I Lave' evaluated as follows. Judge data on basis-of regularity on cluster plot ano cotes on installation
, logs, and then assess data validity. The review is summarized on 4
Table.2. As can be seen, there is reason to favor the smaller values :
- j. of settlement. and question the 1.3", 0.8" and 1~.3" measurements. !
1 { Sincerely, f) '
/
JD:me
). OA. m'M '
' 2:x
/ John Dunnicliff Geotechnical Instrumentation Consultant 4
cc: Walter R. Ferris, Bechtel, San Francisco)This letter supersedes William R. Beloff -
)my review dated October 11, 1979.
1 h E. 1
- se f ,
t i .w.
TABLE 1. REVIEW OF' CLUSTER PLOTS' CLUSTER IRREGULARITIES POSSIBLE EXPLANATION 3 '" , NO. 14 None -- 2' BA-40 Error in computation of initial survey data-(1) 2 PL-22, 45 Platforms not settling.with top of fill (2)
.3 PL-23, 46 Platforms not settling with top of fill (2). Note also-that BA-59 is noted on-instal-lation log as " readings may be less accurate than normal", but for marginal reason of smaller than normal anchor drive.
BA-59 data appears to 'eo rea- ; sonable. ' 4 BA-47 Error in computation of' initial' survey data'(1). 5 BA-44 Error in computation of survey data (1), downdrag on outer I pipe (3). 6 BA-19 Minor survey inaccuracy. I on 2/16/79 i 1 6 PL-16 ' s Platform not settling with 4 top of fill (2). ! 7 BA-49 ; Noted on installation log as
" readings may.be less-accurate !
than normal",'due to anchor i prongs being expelled ~only 1.5". I 7 PL-17, 48 Platform not settling with on 2/16/79 top of fill (2). 8 BA-4 Noted on installation log as
" readings may be less accurate-than normal", due to. grout in outor pip?
9' .BA-22,23,24 BA-24 is not at same plan loca-, tion.as BA-22,23. However, BA-22 and 23 are close together, and data are inconsistent. No explanation lfor this but suggest. you check computations from survey data (1). 10- BA-12. , . Error in computation of initial survey data (1), downdrag on outer pipe (3).
.12 BA Noted on installation log as
" readings may be less accurate than normal", due to. anchor prongs being expelled only 1".
e
. . , .~ - , . ._ - - .
< l
- t. s i
." Pare-2'- Tableil
. ~
j ' CLUSTER ' ,; IRREGULARITIES POSSIBLE' EXPLANATIONS q.- yo-12- 'BA-51 on 2/16/79 No explanation, but subsequent and 3/15/79 data appear reasonable.'
- i. 13 BA-6 on 6/15/79 Minor survey inaccuracy. ,
- 14 Throughout ,
Large spread of cluster.in i plan. Justified'only in com-
. paring BA-55.with BA-56, and I that comparison-appears rea-sonable. Interesting to note
- that'the cluster with largest, i spread in plan gives.the most irregular plot, as would be expected.
~
I l' NOTES: 4 (1). I'reccmmend you check calculations, going back to raw data in
- the survey books. The' initial readings appear to.be the most-questionable..because later incrementa1' settlement generally
[ look reasonable. If that does not reveal an error, I can think of no explanation for this irregularity. i ( 2) I understood-that some settlement platforms were seated on the structure, some on the mud mat, come on the fill. If any of .. J
.these platforms.were not seated on the fill, and the. fill settle'd-
- m. away from'.the platform, data would be as shown on the cluster plots (i'.e. platform settlement:less than lower anchor' settlement). ~
, I do.not have enough data to evaluate-this, but you can do so on d-the. basis of 3 (a) Platform elevations .with respect . to structure elevations - see Table'2 in SRI-DGB draft instrument report dated February 1979. t [ . (b) ' Platform size. Platforms were 6" x 6", l' x l',- or 2' x.2',Jdepending I believe on underlying material !' (check with Austin ~ Marshall). . Sizes of platforms in question are:
- PL-22 *< 2' x 2'
, -PL-45 2' x 2' PL 6" x 6"
+
'n
~
PL-46 2' x 2' I '
-PL-16 Not noted on log g - PL-17 2' x 2'
.PL-48 2' x12'
'(3) . .This is merely looking:for a -hypothesis 'that fits the data, and-is- t
. not-a sure' explanation.- "If-the bottom of the outer 1" pipe ,.
doesLnottslidesfreely over-the~ inner 1" riser rod.(i.e. if the. greased hose plug does- not- prevent the ' annular space being plugged p . by soilip, downdrag on the' outer , pipe will result..-in; anchor: s'ettle- ' 1
~
; ment, and~if the-nnehorEis deep it.-will: indicate 1arge settlement.
.g 1
+,r .. e
, :lQ s . ., ,a Th . . - , . , . - . ~ , , ,
. . 7" C '
.'s . ,
HV m . n.i d - TABLE 2. REVIEW OF SETTLEMENT DELOW. ELEVATION'600 FT. AS GIVEN BY BORROS ANCilOR DATA e ANCHOR 'ELEV. CLUSTER NO. FT. EVALUATION OF DATA ON BASIS OF- " APPROX. NO. Cluster InstallatJon .Overall (1) Pattern Ing-SETTLEMENT THROUGH-4 6/15/79-Inches-49 599.5 .7 bad bad bad 1.3 44 599.1 5 bad (2) good bad (2) 0.8 - 53 598.0 12 good bad questinnable 0.7 59 -595.5 3 good questionable probably good 0.2 8- 594.3 13 good good- good 0.6 12 591.5 10 bad . (2) good bad (2) 1.3 42 591.4 2 good good c.xx1 0.7 52 586.0. 9 good good' good 0.5 17 584.5 6 good gocxl good 0.4 N0flE: .(1) In decreasing elevation order. (2) May be able to detennine more reliable value of settlenent if review of raw survey data and conputations reveals an er:ur. See ~~tes in Table 1. d
MidJand Units 1/2 Job 7220-001 MEETI:C !!OTLS V DATC: 0ctober 25, 1975-
~
. LOCI.TIO::: Ann Arbor Office 10 D 5
SUBJECT:
Problens associated with the plant area fill at the Midland Site. ATTT,NDEES : Bechtel Consultants S.!S. Afifi -A. J. Hendron
-J..Davie C. Could
- P. 1. Chen
!!. R.-Ferris A. !!chan -
J. B. Givens CPCo B. C. !!cConnel - 1.' . C. Pa ris , Jr.
- D. Sibbald S. L. Lo
- D. Corn J. llook
- T. Cooke C. Farrell *
't. Rothwell
- E. Dhar *
*Part-tine.
- i i
' DISCUSSION:
The necting was led by P. K.' Chen and cer.:ered around the following topics:
- 1. Diesel Cenerator' Building A.' 1:ohan provided background in'lorration. The predicted future settlecents: ve re discussed. The fill is between foundation el.
l620 and el. 600-605 with grade ' at' el. 634. - In addition to building and pedestal ma rkers, borros anchors and settlement ~ platforms have becn installed for . settlement nonitoring and sonder. for rehnun ? conito ring. thxinun observed settlenent is at the southeast. corncr and the nininun is at the northwest corner. Estinated settlenents were Siven for various "zero-tine" dates. The naxinun ratio between settlements eas 'about 2 for these dates. The >Iote set which the final / surcharge of 20' was complet'ed was
.-assumed to be realistic (Case.4). It was pointed out that the predicted settlements are conservative because of the inherent assucption.tha't the ~ surcharge will continue although it cannot be 'shown: at this time how conservative they are. Based on building
. settlement markers, the . predicted settler.ent for A0 years would be about 0.5; inch at the northwest corner and 1 inch at the southeast corner. SettlenentJplatfon:s and building and pedestal L narkers show higher observed settle. ents than 1;orros~ anchors.
h
. Concern uns expressed by A. :!cndrcn about the sonevhet-hit h er settie--
- m. nentirate which is occurrinC af ter retound:for reference (dcep)
D**D oo
.o Dlf kl@"
U inl A
}
,6 -
horros anchor lo; 62. - llendron requested to look at the recent da ta innediately to sec . if ' this trend. is continuing. (During
- the ncetin g, the data was upda ted and it was demonstrated to 11cndron th at this high settlement rate had leveladof f). I!endron stated tha: we should. not have any lag time between the data reading date at the field and submittal to Ccotech. liendrnn said that it vould be prudent to use settleneats of 0.5 inch lLn the northwest cornce and 1.5 inches lin the southeast corner and it was antaed that the project should proceed in their evaluation of utilities and structures with 1.5 additional inches of total settlenent and 0.75 additional inches of differential settlenent. Eased on the data the dif ferential settlement ~ can be considered rigid body rotation from north to south.
2.0 settlenentjp[ Plant Structures Eackground was provided by P. K. Chen. It is necessary to confirm the' settlement predictions presented in FSAR Figure 2.5-48 in light of- the data obtained f ron the diesel generator building surcharge loading. Settlement paraneters were lack-calculated from the diesel generator building settlenents censured during the pre-Icad progran. Concern was expressed by. K. Uiedner about the high settlement paraneter back-calculated for el. 584-603 but Hendron said that this stratun has never been questioned before and is not of concern. P. K. Chen added that the layer is thin and the paraceter will therefore hAve a r.cgligible effect on the settic-ncnt. The settlement predictions were verified by (1) comparing soil parameters which were us been back-calculated and (2),ed previouslythe by corparing to those which ocasured have settlecent
' for the reactor with the settlenents calculated using the back-calculated parameters.
3.0 Pining and Duct La nks It is necessary to predict the lon; tern settlements of the safety-related piping and duct-banks in the plant area fill. The absolute novenents from the CZD profiling are in question because the reference elevations used were questioncble. The pipe stress-group has not determined whether or not the existing stresses in the pipes generally exceed the allowable. E. Dhar said that, in general, the pipe stresses'for straight pipes don't exceed the allowable,.but the stresses at elbows and bends do. K. Viedner said.that he had 'already suggested that the project request the field to' cut.the~ pipes.at certain points--to check stresses. The hypothesis vas presented that the _ pond . rise is causing i
~ " structural breakdown" of the soil and is therefore causing settle-
~
i cent. Discussion . centered around the settlenent of the fill and till due to dewatering. It'was estinated that.the fill settlecent l will he 0.5 inch to 1 inch due to dewatering and the till- settlenent , vill . be 1.S inches and will . he uniforn. l'endron.said that the ! nunber for the till sounds high. (t.f ter the necting, Hendron i said to calculate only.the settlerent due to conpression of the j tillLa'uove - the building foundation elevation because this is
,uhat contributes to the differential settlenent).
3**]D awm oM 2
*]D Y N =
- 4. Tenpo ra ry Deustering and Underpinning of Auxiliarv Unildinc U. C. Pa ris provided . background inforuation for dewatering. UcIls have been installed on the east side of the Unit 2 containnent and vest-side of the Unit 1 containnont for the purpose of dewa tering during underpinning:of the auxiliary building. It was intended to start dewatering as soon as possible to see if pic:oneters to the north of the turbine building will react and if in fact more wells will be necessary in this area. C. Could said that he is concerned about the seepage path between the utility tunnels (botueen reactors) into ' the work area. S. Afifi and E. Dhar discussed having a necting with Loughney to discuss temporary dcwate.-Ing before underpinning is to proceed. S. Lo provided back-
~
ground infornation for underpinning. The plan is to place caissons under the turbine building first and continue into the auxiliary building. C. Could said that all subcontractors involved in undcr-pinning should be able to describe the procedure on paper before construction begins to ensure that the job runs snoothly. Could said that he would like to ncet with the underpinning contractor
- to nahe sure that they are aware of the risks in the procedures and to review the procedures he proposes. Could indicated that the structur,al goal is to provide caissons uner the wing wall, and the turbine building is of secondary irportance. Could su :gested that the subcontractor should be requirc:1 to assunc at least partial liability by cash settlement, insurance. or other neans. S. Lo
, said that because of overstressing near the wing vall and control tower juncture he wants to knu uhat support the soil offers.
Hendron said to assume none.e B. Dhar said ghat engineering should (1) refine. calculations to consider 100 f t. ground loss and (2) increase tension capacity by using cables or sone other neans.
- 3. Pe ruanent Dewa terina O. C. Paris provided backpround infornation. ' Fe rnanent dewatering has been proposed as a solution to the problen of possible lique-faction of backfill sands. Paris said that sonc borings drilled along a line perpendicular to the discharge lines near the reservoir showed 5 to 10 foot of sand which was not discharge line backfill.
~ Paris . proposed consideration of a cutof f wall near the pond running para llel to the south edge of the diesel generator building and
~ following the pond , to the service water punp (SUP) structure.
' Purp tests will be run at. the location of the east discharge line and the SUP structure. U. P.. Ferris stated that the. consultants and the NRC 'a ro :awa re of . pe rnanent dewatering and - net the cutoff wall. -This should be. considered. -Discussion centered around the 1-sudden. change in plan to the cutoff wall. Ferris said that all consultants including Peck and Loughney should be' notified. Chen
. asked Hendron uhat the drawdown level is to prevent liquefaction.
- Hendron suggested that the same procudures that have been used already be used to calcula te che ' safety f actors c;ainst lique-faction for different drawdown levels. - B. hhar said that the scisnic criteria is 0.12 g but.this nay raised to 0.20 c. Chen
~
l 9 -g'-
- asked liendron if .he thinks we can prove . that the site is safe I - against liquefaction if. shown based on the horings we have' drilled (uhich arc a limited . number) '. Hendron said that if 90!;'of the points are safe then~it is probably all right, but-you have to convince the ::RC of that. 11endron said that one of the reasons
. for permanent devaterin; was to prevent. liquefaction if the criteria was changed to 0.20 c.
4 1 0 M
\ r t +
e w .
Bechtel Associates ProfessionalCorporation 177 East Eisenhower Parkway Ann Arbot. Michigan '- u4 ss P O Boa 1000. Ann Arbor. M<nsan 48106 MEETING NOTES NO. 1074 MIDLAND PLANT UNITS 1 & 2 CONSUMERS POWER COMPANY BECHTEL JOB 7220 DATE: October 30, 1979 PLACE: Acn Arbor, Michigan
SUBJECT:
Dewatering (Temporary and Permanent) FILE: 0279, C-88PR, C-98PR ATTENDEES: ~Bechtel CPCo Consultants S. Afifi T. Cooke C. Gould S. Blue D. Horn A. Hendren K. Bo:: tick S. Sibbald R. Loughney P. Chen T. Thiruvengadam B. Dhar W. Ferris J. Hook. W. Paris M. Rothwell M.. Rung C. Russell J. Wanzeck K. Wiedner
' PURPOSE: To discuss the status of both temporary and permanent
_ dewatering. t ITEM DISCUSSED: 1)- Temporary Dewatering D. Loughney presented the history of the temporary dewatering system and how it was modified to correspond with the latest available information.- 1 The subject of cutting-off -water to the underpinning operation was dis-cussed. Loughney indicated that the majority of ground water' flow s '- should be. cut-off by the temporary dewatering system, especially since
.the soil conditions beneath the turbine building seem' relatively uniform.
t
.i. , .. - - _ - . - . ,
,;< :a * ,
c' s , Meeting Notes-No.:1074 Page 2-g: - I; - By thelend of the weekyhe will have. installed eight pumping wells. s
'inside the turbine building. These wells will be used.as observation
' wells when~the outside dewatering wells are activated. After.
. drawdown information is obtained, these observation wells inside-
~
' the turbine building will be converted to. eductor wells, and a decision will be made whether additional dewatering wells need to be installed in the. turbine building. Since the installation of
~ wells through the turbine building is very slow and expensive it .
may be more cost effective to devater'from within.the underpinning
- excavation. especially since some. ground water at -the lower elevations may;still have to be removed during the underpinning. operation.
This water could seep.from under the control-tower area and into
- the electrical penetration areas through the structural backfill.
' It;was concluded-that some dewatering may have to.be completed from within the excavation and Loughney will decide whether any additional
~
t dewatering. wells be installed in the turbine building. C..Could indicated that~the underpinning subcontractor should be informed of the' close coordination that may be required of .the dewatering subcontractor to remove.small quantities'of water at the lower depths.- It was agreed that this item will be resolved at the-inderpinning subcontract preaward meeting to be attended by-D. Loughney and C. Gould. C. Could also indicated that the underpinner may he using grout to stabilize the soil and this could result in plugging some of Loughney's .b . dewatering wells inside-the turbine building.
- 2) Permanent Dewatering t
A presentation was made of the current status of the preliminary design of the permanent dewatering system. The presentation began with.a review of the NRC licensing criteria for ' dewatering systems. jj It was noted that there are no nuclear plants that currently. rely on dewatering we Is to reduce. ground water levels. It is also evident that all parameters used in designing tne permanent dewatering j system must be verified by in-situ pumping tests and-the results of any temporary dewatering. A review of original andl current site conditions was made. Drawings !
.were presented indicating original topography, original perched.
- ground water. contours, excavation configuration, subsurface cross-
)
F sections,' contours on bottom of backfill, contours on top and j bottom of. natural-sand, and thickness of natural sands.- The status. ; of the. current pump test and dewatering investigation program was-
- also given. l
'It was noted that'the' plant site is bounded;on:the west, north and
- northeast by' impervious dike ' cut-off s. The source:of recharge to-
' ~
the site'is-thought to be from seepage from the pond.through natural-
- and backfill; sands. The configuration-of natural sands indicates a
~
thickcsequence'along.the south and: west portions of the plant area.
., s t'
g, \'
-(.- ~ '
'D .
( +
-Ir l s ~
5 *
'. C -
,, a: . . . . - . . . . - ----u-- -
4 Meeting Notes No. 1074 T e3 The configuration of backfill sands indicates thick sequences around the containment structures. These areas would be logical places to install dewatering wells. Where the natural sands are in direct connection with the backfill sands, dewatering will be nomewhat easier. The areas of sand backfill outside the containment areas, and not in contact with the natural sands, may be more difficult to dewater. After we obtain the resulta on the pump tests and temporary dewatering, we will be able to finalize our design. The following are some of the options available. a) Install a line of cut-off wells with a series of mop-up wells. b) Combination of a grout / slurry wall with a series of mop-up wells, c) Combination of grout / sheet piles with a series of mop-up wells, d) Loughney has some reservations about groutin; around the utility lines and questioned the cost estfsate of all of the options. CPCo indicated that there is another option available; th:t is to remove the water in the pond and place an impervious blanket in front of the plant area fill. The lowering of the pond could be done concurrently with the DNR fish study. As a result of this, engineering will recheck the cost figures for Items a, b, and c, and develop a cost estimate for placing an impervious blanket in front of the dike. CPCo will check into the feasibility of lowering the pond. A presentation was made to determine the preliminary drawdown criteria of the proposed dewatering system from a liquefaction potential for 0.12 g and 0.20 g peak acceleration. The following items were discussed. I l a) The dewatering system should be designed to have the capacity I of lowering the ground water table down to el 600' to account for nonhomogeneous nature of the plant area fill. b)- . Based on the blowcount from the existing borings performed at the diesel generator building, railroad bay and control tower of the auxiliary building, the dewatering system must be designed to prevent the groundwater from rising above approxi- !
- mately el 610' to 615' for 0.12 g and el 600' to 605' for 0.2 g. l c) C. Hendron stated that further study should be made upon other borings performed in the plant area fill to finalize the allowable groundwater table.
Meeting Notes No. 1074 ge 4
-A In addition because there are only two locations that have liquefaction
' potential (the northwest corner of the diesel generator building and the railroad bay of the auxiliary building), the permanent dewatering system should address these areas for licensing purposes.- l Additional areas will be dewatered as the result of this system and be conservative in nature, but this additional dewatering is not required for licensing purposes. Bechtel informed CPCo and the consultants that a special task force has been~ formed for permanent dewatering, with B. Dhar as chairperson. CPCo indicated that it would inform Bechtel regarding the' extent of - } its participation in the task force.
.The next in-house meeting on dewatering is scheduled for November 20, 1979, and the dewatering meeting with the consultants is scheduled for the week of December 10 -1979.
ACTION ITEMS: Bechtel 1) At the pre-award meeting for underpinning, the Engineering subcontractor should be made aware of the close i coordination required with the dewatering sub-contractor. C. Gould and.R. Loughney requested
- to attend this meeting.
Bechtel 2) Recheck the cost information on options available Cost / Scheduling and then develop costs for draining the cooling pond and placing an impervious blanket at the face i- of the plant' area. CPCo 3) -Investigate the status of lowering the pond. Bechtel . 4) Investigate the records to determine the extent I Construction -a clay blanket on the bottom of the cooling pond. l 4 { CPCo 5) Inform Bechtel regarding the extent of CPCo's 1 participation in the task force. Originator J. Bod' Reviewed by B. Dhar JH/ht 11/2/5 4 - i
- -- -. a. _ .
Bechtel Associates Professional Corporation i' 777 East Eisenhower Parkway Ann Arbor, Michigan NW Aapon:P.O. Boa 1000. Ann Arcor, MicN ,an 48106 31 October 1979
!l. T. Davisson
. 14 Lake Park Road Champaign, l'.linois 61820
Dear lr. Davisson:
Attached you will-find-Interin Report E on~the diesel building settle-cent, dated October 30, 1979, for your information and disposition. f- , Sincerely, . S. S. Afifi l Asst. Chief Soil Eng. -) DAH/nn
'Attachnents f
i A 4
' $Afaehos ajthnUneL*nify ej G ,na...n
- .u .,- . _ . -
i i i ! Bechtel Associates Professional Corporation
' 777 East Eisenhower Parkway Ann Arbor, Michgan -
marAmoses:P.O. Na 1000, Ann Arbor. M cnegan 48106 : i 31 October 1979 Ralph E. Pech 1 1101 !.' ara Sand Drive S. E.
. Albuquerque, New Mexico 67123 Lear Dr. Feck:
~ Attached you will find Interin Report 8 on the diesel butiding settle-
); nent, dated October 30, 1979, for your information and disposition. Sincerely, t (, S.~ S. Afifi j Asst. Chief Soils Eng. LAli/nn Attachnents
't G
-s .
s w 4 e4 s u a 9 4 4 c-- - ...a 3
, . -m-. -
r r---- 4 - - , ,
Becht'el Associates Professional Corporation 777 East Eisenhower Parkway Ann Arbor, McNgan ased ASfr0H;P.O. Box 1000. Ann Atoor. M.chgan 4810e 31 October 1979 A. J. liendron, 'Jr. 28 Colf Drive tahomet, Illinois 61853 4
Dear Dr.11endron:
Attached you will find Interin Report E on the diesel building settle-
. nent, dated October 30,,1979,' for your inforcation and dispesition.
, Sincerely, ( ' 8 S. S. Afifi Asst. Chief Soils Eng. I DAll/nu I
/tttaciments i l.
l l 1
^M^^O l
,, ,. 4 - ---
5
- Bechtel Associates Professional Coi,ooration
777 East Eisennower Parkway . .
Arn Arbor, Michigan .. , wassess:P.O. Som 1000. Ann Arnor. McNgan 48106 l - 31' October 1979 Richard V. Loughney Loughney Dewatering, Inc. 2280 Crand Avenue Baldwin, L. I. 1:cu York 11510 - i
Dear !!r. Loughney:
3 Attached you will find Interim Report S on the diesel building settlenent, dated October 30, 1979, for your infornation and disposition. Sincerely, S. S. Afifi Asst. Chief Soils Eng. DAH/nn Attachments 4 + 0
~-.#$"l? _
-Bechtel Associates Professional Corporation ~* f~ 777 East Eisenhower Parkway Ann Arbor, Michgan asedassees:P.O. Box 1000, Ann Arcor, Micrugan 48106 31 Cetober 1979 C. H. Could Department of Civil.Eng.
University of !!ichigan
-' Ann Arbor, liichigan 40109
- ear.!!r. Could:
Attached you trill find Interin Report 6 on the diesc1 building settle-nent, dated October 30, 1979, for your inforr.ation and disposition. Sincerely, e S. S. Afifi Asst. Chief Soils Eng. DAll/nn Attachuents a S P a O __
~ , ,
Bec: .: : . ,ssociates Professional Corporr:.:-
'777 Eat: . c.. ve: Parkway -
Ann Arcor. * :.;.:ugan {v 8~j' [_ W As#wn I Q [.Qa 1000, Ann Arbor, Mactugan 48106 12 November 1979 R..B. Peck 1101 Warm Sands , Dr ve S. E. Alburquerque, New Mexico 87123
Dear Dr. Peck:
l Attached please find the calculations file of Diesel Generator Building ! for your review and comments. This was the material which we presented j on Cetober 25, 1979 meeting. The meeting notes will be transmitted to you at a later date. If you have any questions regarding the l calculations, please contact P. K. Chen at 313/994-7185. i l Sincerely, l i
# S. S. Afifi Asst. Chief Soils Eng.
PKC/nm Attachments l l i 4Mu e/daBeaudy ej G-(- ' >
g_ .,w
- E chtel Associates Professions.i Corporation 77 / East Ersennower Parkway
/.t.r. AfDof.Michgan
)t u .easemea P.O. Som 1000. Ann Arbor.Michgan d8106 12 November 1979 l A. J. llendron, Jr.
28 Colf Drive Mahonct, Illinois 61853
Dear Dr. liendron:
l Attached please find the calculations file of Diesei Generator Building for your review and comments. This was the material which we presented i on October 25, 1979 meeting. The meeting notes will be transmitted I to you at a later cate. . If you have any questions regarding the ) calculations, please contact P. K. Chen at 313/994-7185. ! l Sincerely, h l S. S. Afifi j f_ Asst. Chief Soils Eng. l PKC/nm Attachments l l l 1 l 4 i
' Ha%d u tgy.; ep
Bechtel Associates Professional Corporation
- -/O 777 East Ersenhower Parkway Ann Atbot. Michigan was mee.in P O Bon 1000. Ann Arcor. M cn.can 4810F MEETING NOTES NO. 1085 MIDLAND PLANT 'JNITS 1 AND 2 >
CONSUMERS POWER COMPANY BECHTEL JOB 7220 DATE: November 16, 1979 PLACE Bechtel Office, Ann Arbor, Michigan
SUBJECT:
Vibratory Settlement of th'e : lie nel Generator Pedestals FILE: 0279 ATTENDEES: Bechtel Consultant
- H.C. Chapman R. Woods P.K. Chen B.C. McConnel PURPOSE:
The' meeting was held to discuss the potential for vibratory settlement of the diesel generator pedestals and to establish a pedestal instrumentation and settlement monitoring program. ITEMS DISCUSSED: The possibility .of _ vibratory shakedown of the sands underlying the diesel generator pedestals due to generator operation was discussed. The magnitude-of this settlement has not been determined. Vibrating the pedestals to ellow initial settlement to occur and to monitor the settle-ment was discussed. Should initial settlement prove to be a problem, grouting would remain a possible means of- preventing additional settle-ment. The startup testing phase of die'sel operation could provide the means of vibrating t',te pedestals, allow inic.ial settlement to occur, and provide the necessary; settlement data. Alternative means~ of simulating diesel
. generator vibration other than actual operation is not practical.
Z v v- -
Meeting Notes,No. 1085 Page 2 .
- X
- R. Woods would be a consultant to perform the necessary vibratory analysis to ' establish sand shakedown settlement criteria (settlement versus
; running time), formulate a' settlement monitoring program, and perform an
. analysis to determine long-term settlement.
R. Woods discussed vibratory compaction .and outlined .the information i necessary to determine sources of problems. He remarked that dominant modes of vibratory notion, their associated . amplitudes, and energy content' at- each operational f requency (spectrum analysis), must be estab-- . .lished before-a prediction of the effects of vibration can'be made. He Y advised providing instrumentation to monitor-pedestal vibration as well as' pedestal settlement to obtain the necessary information. , 1Nue necessity for grouting the' foundation in Bays 1 and 2 should be
- evaluated prior,to.the vibration test. R. Woods' , scope of work will be
~
- to perform the vibration settlement analysi s and to formulate the settle-
, ment monitoring program. ,The monitoring program could be included as part of the startup testing procedure for the diesel generators, which
- would allow surveillance.of pedestal settlement under inservice conditions.
1 The monitoring program will be written in a canner to allow the program to vary based on settlement observed.
~ t
!- .The schedule of work and associated events were df.acussed. Close coordi-nation-of the monitoring program with CPCo startup testing of the-diesel generator. was' determined to be imperative. , i l . The'aeeting was summarized with:the following action items established.
- ACTION.lTEMS
l Bechtel/Ceotech -1. Geotechnicaliservices-is co obtain and coordi-j nate the consulting services of R. Woods.
. Project engineering 2.- Project engineering will' provide the consultant
, with available information' pertaining to the
. diesel generators, modes of-operation, foundation
. material ~, the design'of the diesel-generator.
pedestals, and the equipment layout on the-i pedestal by November 28, 1979. i Consultant' 3. '.The consultant will provide project engineering
, with a detailed pedestal instrumentation and ,
settlement monitoring program by January'1, 1980. ) 1 Project' engineering 4. Project engineering will prepare a settlement l monito' ring procedure for review and coordina-- ) tion with CPCo diesel generator startupjtesting ' group.by January.1, 1980. ' u l [ s' r ., M
- a' **a
~ bi ._ _ . .
s f-l l Meeting Notes No. 1085.
- Page 3 l
L '( '
.... ' Consultant ' 5. :The consultant will analyze vibration settlement
- of the diesel generator pedestals and determine the necessity for grouting the foundation i material' beneath. the pedestals in Bays 1 and 2
- by January 1, 1980.
l- _ Consultant 6. The consultant will provide project engineering with sand. shakedown settlement criteria for the testing program by February 1, 1980. I' !. Consultant- 7. .The consultant will provide a detailed procedure for implementing the monitoring program in -
' Item 3 by March 1,1980.
Consultant ~ 8. The: consultant will provide project engineering with any long-term vibration and settlement behavior for each pedestal. Prepared by: 4.*,44.L..-/s:.b w '
' /
Reviewed 7 M_ e HC/1sh
-11/27/12 l--
l t ? _f' , k? a h %- ' - + , - , . , - w - , ,
Bechtel Associates Professional Corporation '
'[' 777 East Ersenhower Parkway L Ann Ardor, M*higan **
asense,.es.P.O. Box 1000 Ann Arbor. Meh>9an 48106 i 27 fovember 1979 7 ! P. E. Peck 1101.1,'arn Sa,nds i Drive S. E. j Alburquerque,1:eu liexico 87123
Dear D*. Peck:
i ! Attached arethe meeting notes- for'the meeting hele in Ann Arbor on 25' October 1979, regarding Plant. Area Fill, for your inforuation and diaposition. l Sincerely, i S. S. Afifi' Asst. Chief. Soils;EnE+ Pl:C/ns i l Attachments - l l l ? l l l I i I
.w. . < .. .or s. .:. .. . r s. a . , r , ,,,,,
J
-- - .a- . . ,
, . ,. ~;
'Bechtel Associates ProfessionalCorporation
( 777 East Eisenhower Parkway 4 f- - Ann Arbor, Mchigan , suum.a. P.O Bos 1000. Ann Arbor. Mech gen 48106 27 November 19H A. J. IIendron, Jr. 28 Colf Drive tuhonet,-' Illinois 61853
Dear Dr. Hendron:
' l Attached are the neeting notes for the necting held in Ann Arbor on i 25 October 1979, regarding Plant Area Fill, for your infornation and disposition.
)
Sincerely, S. S. Afifi Asst. Chief Soils Eng. PII/nn Attachments l l c ~ dMambayIlwduMJf & qG -e$
Bechtel Associates Professional Corporation
. J , 777 East Eisenhower Parkway
(. Ann Arbor, Michigan .
~
as=# 4ewees P.O. Bos 1000. Ann Arbor, Michegan 44106 27 !;ovenber 1979 i r i C. H. Could . 1165 Bardstown Trail . l Ann Arbor, in 4C105 Lear !!r. Could: Attached are the neeting notes for the necting held in Ann Arbor on 25 October 1979, regarding Plant Area Fill, for your information
, and disposition.
Sincerely,
, ./ d S. S. Afifi Asst. Chief Soils Eng.
Pl*C/nn
. Attachnent s '
l b
': *. 2:.
(' '
' AM4 ysh4 nut 94 4 0 y..a L _
Bechtel Associates Professional Corporation
' I- ' 777 East Eisenhower Parkway Ann Arcot, Mcngan
, - ased desees P.O. Box 1000. Ann Arnor, Micnigen 48106 e 29 Novenbcr 1979 ( A. J. llendron, Jr. 28 Colf Drive I'.ahone t . Illinois.
Dear Dr. !!cndron:
Art.cned are the necting notes for the necting held in Ann Arbor on ~ 30 October 30, 1979, regarding Dewatering (Tenporary and Permanent), for your review and connents. Sincerely,
$h S. S. Afifi Asst. Chief Soils Eng.
t /nn'. Attachments 1
^
I 1 L
L
. Bechtel Associates Professional Corporation
( 777 East Eisenhower Park'way l
\_ Ann Arbor, Mechgan asensee P O. 80s 1000. Ann Arcor. Michegan 48106 a
I-f. ! 29 !!ovenber 1979 l C. H. Could 1165 Bardstosm Trail Ann Arbor, til 40105-L
Dear !!r. Could:
j Attached ere the necting' notes for the nceting held in Ann Arbor on 30 Octobei 30,1979, rer.ntding Dowatering (Tenporary and Pernanent), for your review and connents. Sincerely, l
/
A w l S. S. Af i l Asst. Chief Soils Eng.
- /nn Attachments e l
l i l J l-
j,y o g , a j . Bechtel Associates Professional Corporation
/ _ .. 777 East Eisenhower Parkway
\. '
Ann Arbor. Michgan
- w usou P.O. 80s 1000, Ann Arcor. M.cnigan 48106 1'
r j' 29 Novenber 1979 ~ R. 1.*..Loughney 2280 Crand Avenue Baldwin, L. I., New York 11510
Dear fr. Loughaey:
' Attached are the neeting notes for the meeting held in Ann Arbor on 30 October 30, 1979, regarding Deuatering (Ter::porary and Pemanent),
for your- review and comments. j Sincerely, fceju b' l fS.S.Afifi Asst. Chief Soils Eng. p /nm ' l Attachments b >W f. tu 4 Y
? .
I h
"Y_,
+~
a p . Bechtel Associates Professional Corporation 777 East Eisenhower Parkway Ann Ardor, Mechgan ,
~
ased asees P O. Som 1000. Ann Arcor. Machigan 46106 30 ?:ovenber 1979 f 1 R. D. Uoods
- 700 ilt. Pleasant Ann Arbor, !!I 48103
Dear Dr. Uoods:
i Transmitted with this letter, please find the pertinent information
! related to the Diesel Generator Pedestal Vibration Evaluation. If additional . informa tion is required, please let ne knou.-
Sincerely,
.[
S. S. Afifi Asst. Chief Soile Eng. PKC/nn At tachne nts a ' e W s r -
c Bechtel Associates Professional. Corporation 777 East Eisenhower Parkway [' Ann Arbor, McNgan .,
' Masides,es:P.O. Saa 1000 Ann Arcot, Michsgan 48106 30 Noveeber 1979
, , R. B. Peck 1101 t! arm Sands j Drive S. E. ' , Albuque rque
- New !!cxico 07123
Dear Dr.~ Peck:
L Attached for your infornation and connents, is a copy of the i
" Supplemental:10 CFR 50.54 Request Regarding Plant Fill. "
Sincerely,
,I - ,
pw'o+/@ (/ S. S. Afifi
, Asst. Chief Soils Eng.
J01?/nrs
.Attachnents 1 i , ~l l-l ;
I l I
- 1 ,
I i l' [ , . 7
- i .
. e, .< -b - . . ,
s'
W '%" ..
- ~
Bechtel Associates Professional Corporation ! L 777 East Eisenhower Parkway Ann Arbor.Mstugan
' waseen P.O. Box 1000. Ann Arbot. Mchsen 48106 -
4 5 i% 30 November 1979 - 7 A. J. Hendron, Jr. 20 Colf Drive
-:!ahome t, Illinois 61853-
Dear Dr. Ecndron:
Attached for your information and co: rents, is a copy of the "Supplenental 10 CFR 50.54 Request Regarding Plant Fill." i Sincerely,
. SY ff.(Sit
- 5. S. Afifi '
. j- Asat. Chief Soils Eng.
Attachnents 9 'l 4
<A-4 r
" 1, 1 e
3 LOUGIiNEY D.WI. ATM,PI!W7, INC. Drnaten'ng andSoil%Bitidation &;aisilSytems f P. O. som s see. ANN AR5084. MICHIGAN estoe 2280 GRAND AVENUE sia.7es.34ei - B ALOWIN. N. Y.11510 516-223 9500
-December 11, 1979 Bechtel Associates Professional Co
.P.O.' Box 1000 777 E. Eisenhower Parkway Ann Arbor, Michigan 48106 Attention: Mr. Sherif Afifi P.e: - Underpinning of Auxiliary Building Midland Power Plant
Dear Sir:
2 Attached please find a description of the conditions pertaining to the dewatering that the underpinning cdntractor may encounter in the performance of his work. We trust that the above is sufficient for your present purposes. Please advise if additional data is required. Very truly yours, LOUGHNEY DEWATERING INC.
~
h M. kN
\ts.
Richard W. Loughney President cc: Mr. William Paris Mr. C.H. Gould, P.E. RWL/rr-
-Attachment t
4 DEEPWELLS ' EDUCTOR WELLS ELECTRC OSMOSIS , PUMPING WELLPCINTS
~ . .
~
DEWATE'ING OF THE AUXILIARY BUILDING pJ ' North of the K line an eductor well system has been installed along the exterior of the ' areas to be underpinned. South of the K line within the Turbine Room an eductor well system has been installed.through-the Turbine Room foundation mat. North of the north Turbine Room wall 8 eductor wells have been installed within the east and west access shafts areas. It is . intended- that the dewatering system as installed approximately as shown on the attached drawing, No. shall be maintained and operated during the underpinning work. The eductor wells within the access shafts areas will be disconnected and re-connected progressively by the dewatering contractor as required to accomodate the underpinning contractor's work. The eductor wells within the Turbine Room will be protected by the dewatering contractor as required during the underpinning work. To obtain- the dewatering desired for the safety of the structures and/or the under-pinning work, additional dewatering wells and ~related equipment may have to be in-stalled by the dewatering cuntractor within the Turbine Building area; through the face of the underpinning work; and/or for along the outside of the underpinning support caissons. If additional dewatering wells and related equipment have to be installed, when feasable, the additional installation will be performed during the hours that the underpinning contractor's crew is not working (such as Saturday's and Sunda.y's). However additional dewatering wells may have to be installed during the hours that the underpinning contractor'socrew is working. The underpinning contractor shall have made due allowance in his. proposal for the ( . dewatering system as presently installed.
- The underpinning ~ contractor shall state the additional cost that he would incur for the dewatering equipment installed within his work area as-follows:
A. The additional dewatering equipment within his work area, the installation of the dewatering equipment' being performed during the hours that the under-pinning contractor's crew is not working. B. Additional dewatering equipnent within his work area, the installation of the dewate. ring equipnent being performed during .the hours that the underpinning 4 contractor's crew is working. {
- g ,, , a
( as G C li P il SOIL & ROCK INS I RUMEN IAIION HEMO TO: Sherif I.fifi (Bechtel Power Corp. ) FROM: William Beloff (SRI) DATE: December 20, 1979 FILE NO: 2220-W The purpose of this memo is to inform Bechtel Power Corp. of our
; opinion of the validity of heave measurements as determined by the Sondex system and to provide recommendations on future Sondex readings.
- 1. The Sondex data presented in our report of November 16, 1979 l includes reading through September 27, 1979. These data agree l very well with information from optical survey and deep Borros anchor installations.
- 2. Since September 27, 1979, three sets of readings have been made on all Sondex hoses. The dates are as follows:
October 10 & 11, 1979 ) October 25 & 26, 1979 November 29 to December 1, 1979
- 3. The calculated heave for these three set's of data is larger than the calculated heave as determined from the deep Borros anchors. The values, based upon the last set of data, are as follows:
S-1: 0.20 inches @ Elev. +630 S-2: 0.30 inches @ Elev. +629 S-3: 0.30 inches @ Elev. +629 S-4A: 0.30 inches @ Elev. +628 ( ; S-5: 0.25 inches @ Elev. +631 30 TOWER RO.* NEWTON UPPER FALLS
- MASS. 02164
- S17-965-3700
Page'2 -~ Memo to Bechtel Power Corp. - December 20, 1979 - File No. 2220-BA-61: 0.24 inches BA-62: '0.18 inches BA-63: 0.25 inches BA-64: 0.20 inches 4. John Dunnicliff and I have studied the data and have the follow-ing opinions: i (a) Since the deep Borros anchors are a simple mechanical system, data from these installations are apt to be most accurate. (b) The Sondex data within itself is quite consistent and appears reasonable. However, we do not expect the Sondex system to be as accurate as the deep Borros anchors.
- 5. Having recognized that the deep Borros ar.chor data is more ac-curate than the Sondex, and that continued measurements of DG building movement can be made solely with the deep Borros anchong
~ the decision of whether to continue reading the Sondex system de-pends upon whether you need to further examine the differences between the two. II.no, we suggest that the Sondex systems be abandoned; if yes, we suggest that contipued readings be made in an attempt to reveal the reasons for the differences.
- 6. To date we -have- conductede simple field tests of different read-ing procedure for the Sondex systems to evaluate the influence ;
of temperatu're. We have concluded that the present reading-procedure is acceptable and that thermal effects have.not , influenced the Sondex data. l
- 7. In summary, we are. unable to provide a firm reason for the dif-ference between Sondex and. deep.Borros anchor data, but have ,
reason to. favor-the latter. The decision as to whether or not-to abandon the Sondex systems depends on your need to obtain ! more information on possible reasons for the differences. Very truly yours,. [
$ /jjf[,
WRB:mc
.cc : John-Dunnicliff William R. Beloff i
1 f e (_- . es -
.b GEmTECHNCAONSTAUMENTATCN ENMEE:s
G .'A, .
.m e
sy -0 i Bechtel Associates Professional Corporation i 777 East Eisenhower Parkway Ann Arbor, Michegan museums:P.O. Box 1000, Ann Arbor, Michigan 48106 i 27 December 1979 A. J. Hendron, Jr. 28 Colf Drive Mahomet, Illinois 61853
Dear Dr. Hendron:
Transmitted herewith is a copy of the draf t amendment to Question 4, for your comments. I will . call you to get any comments you may have. Sincerely, J S. S. Afifi
- Asst... Chief Soils Eng.
SSA/nm Attachment 4 (
=9 m's am 3 6 :=
lBechtetAssociates Professional Corporation- ['/ !~ '- 777 Eas: Eisenhower Parkway 9
.x,
- Ann Atoor. M cnigan - -
.. u,,,es.P O Box 1000. Ann Atoor, Mechgan 48106 -
l 27 Dec' ember 1979 R. B. Peck 1101.k' arm Sa'nds -
- Drive S. E..
Albuquerque, New Mexico - 87123
Dear Dr. Peck:
Transmitted herewith is a copy of the draft amendment to Question 4, for your comments. I will call you to get any comments you may have. I Sincerely,. S. S. Afifi
.W Asst. Chief Soils Eng.
- . SSA/nm t
Attachment i i - e.
\
" hI 2 -- ,
.Bechtel Associates Professional Corporation
- s. 777 East Eisenhower Parkway Ann Arbor, Michigan -
w4 o .:P.O. Box 1000. Ann Arcor, Mechegan 48106 1 . . 4
'h 3 January 1980 g
M. T. Davisson 14 Lake Park Road Champaign, IL 61820 4 i SU3 JECT: Midland Units 1 & 2 - Job 7220-101
Dear Tom:
Attached for your information are NRC Questions 24 through 3 35, relative to the plant fill at the Midland Power Plant. l
.5 f ' Sincerely, Sherif S. Afifi Asst. Chief Soils Engineer i
SSA/ lap '
. Attachment i cc. S. ' L. Blue . -
L. H. Curtis J. d. Wanzeck.
..K. Wiedner
~1230, 2140,- 7112:
'l e s
- r te O
m J E5
. To - File' 8 y- , - w i
- ruow . BilPeck RFM
- . mu . CDDSDm3iS f - Date- .Januaryl4,'IER) ED$f$f' MBd CDmp3Dy l- . SunJcCT . MIDI.AND PROJECT GWO' 7020 - DECEMBER 18, Mbiie
- p. HEETING IN ANN ARBOR-- PERMANENT DEWATERING-File: 0280 UFI: . 50*31*01 Serial: CSC-4699 j,"Q^io,,,
!- Cc CSKeeley, P14-408B i, g $wsp - . . - - - -
- Attendecs:
E R.' M. Wheeler, CPCo l R.~.I.oughncy, Consultant , J. Ilook,.Bechtel ! C. Russell, Bechtel l W.1 Paris,.Geotech l Two.other Geotech representatives The purpose of this meeting was to determine how question 24 of the NRC 50.54f l question would-be answered ~and determine a time frame in which the question L 'could be answered. [ Several' areas of' concern were brought to the participants attention:
.1. The design for. lir breaks / accidents needs' clarification and Bechtel is
~ concerned about whether this situation can be incorporated in the permanent
. dewatering design.
i
'2. It- became apparent.during the meeting that there was not a cicar definition-l-
.o'f'what plant site areas would be dewatered. The draft response to question l24 limited !Lhe areas of dewatering to-the Diesel Generator Building and the Auxiliary Building. train. bay area.' Karl Weidner in'dicated to the group that j
.the pinn was ito dewnter the sands in the area of category I structurns and '
, systems.
i:
- 3. As a result of the clarification given to- the Geotechnical group, it. was i
- :. 2: ' determined 'that" additional 'information would be required -in order to design,
~
a plant area' dewatering system, but prior to nakin;; a commitnent to-deunter F ' the' cot ire site,= Bechtel Crech hydraulogy will get a raemo 'which will define the areas,of concern fromlthe soils group, c l
-' 4 '. There:also appears to be'a problem with'the design-for the functional as- -l
,pects of the-'dcuatering system. More specifically,.the Ccotechnical group
~
l was not: familiar with.the need to'show slow recharpe times so that wells- !
- could be Ere-installed-without plant ground water icvels ever reaching an
~
v 'clevation whern -loose sands'will' become saturated and subject to liquifaction. s
- I N N
e Y # + F
.om, Page 2 Pe r n vi. n t De'mtering MNting Notea bec ;'bec 18, 19 /') - s' .c t ing i n Ann Arh .r l
As a result of this meet ing, the following action itemn were given:
- 1. Conse.ners Power Couipany will see if the stop work on the temporary de-watering system can be li f ted in order to allow additional information gathering around the service water structure.
. 2. Bechtel Ccotech hydraulogy will pursue getting definition of the areas requireil tes be dewatered.
General Comment: It looks as though question 24 will not be able to be answered by Meirch 1, 1980. Bechtel needs to'better coorindste and communication regarding the commitments, NRC questions, and other information which is essential to providing a basis for the dewatering system desi a. pls j 9 ) s e s
* .i e
w w 4 RICHARD D. WOODS 7y' Prolenaronal Enemeer 700 MT. PLE A$ ANT
- k. ANN A R504. MICNIGAN 4e103
. 313-765-4352 January 8, 1980 Dr. S.S. Afifi Bechtel Corporation :
- Box'1000' Ann Arbor,.MI -48105
Dear Sherif,
I Transmitted herewith are two copies of my report on seismic ^ crosshole tests' at the Midland Power ' t Plant Site. These testsLwere performed in November and Deeember, 1979.. If there are any questions regarding these
- croirabole tests, please call me.
~
Sincerely,
-l Richard-D. Woods t
i 2 enc 1. (? i 4 r e_,
~
, s. I n 1
- l
_ 4-RICHARD D. woods Ptnlesuronal Entune er f 700 MT. PLC AS ANT ANN ARBOR MICHIGA N -
\ -:
esios 313 769. 15? January.9, 1980 Dr. S.S. Afifi ' Bechtel Corporation. . Box 1000 Ann Arbor, MI 48105 1 RE: Midland-Diesel Generator-Pedestal Settlement
Dear Sherif,
On December 19, 1979 you asked me to evaluate the potential for settlement of the diesel' generator pedestals due to operat[on of the diesel generators !~ themselves. I have-made an estimate of that settlement. based on the assumption that the pedestals are supported-Hon 30 feet of dry sand at~a relative density of 45% and that the diesel generators were operating continuously for 1 year. My estimate is that under those conditions the settlement of the pedestals will be 1/4 inch or less. If you have further questions about this matter,
- please contact me.
Sincerely, 4 Richard D. Woods 4 * [ I .' ,____(-
1 ( Bechtel Associates Professional Corporation'
-/ 777 East Eisenhower Parkway \- '*
Ann Arbor, M.chigan ' a wdee n.le.O. Box 1000. Ann Arbor, Michsgan 48106 5 t 4 11 January 1980 1 R. W. Loughney.
' Loughney Dewatering, Inc.
2280 Grand Avenue'- , j Baldwin,~ : L. I. New York ~ 11510 (
Dear Mr.~Loughney:
= l '
l Attached for your information is a draf t of the basis for our response to NRC Question 24, regarding the permanent plant devatering system. This response will continue ~to be modified as our design proceeds. Sincerely,
, i i
C William C. Pari Jr. I Eng. Geol. Sup rvisor !
-WCP/ lap .1 l
-Attachment-
)
i i S d
\
o
.- y (
l :: . e ' tac LOUGHNEY DEWATERING INC. _ jo. ~ Dansiering and SoilStabilization 5 mica and Sytans P. c. sox taea. ANN ARECA, MICHIGAN deles 2280 GRAND AVENUE sis.7es.3Aes r %LOWIN. N. Y.11510 Li6 223 9500 January 14, 1980 Bechtel Corporation 50 Beale Street. Sc . Francisco, California 94100 Attention: Mr. Clifford.Farrell Re: Midland Plant Permanent Dewatering System Meeting - January 7 & 8,198')
Dear Cliff:
~
Attached please find my recollections of the discussions we had on the pennanent dewatering. system held January 7 & 8, 1980.
- At your convience please review and comment as you see fib Very truly yours.
. LOUGHNEY DEWATERING INC.
h. Richard W. Loughney President cc: Mr. William Paris ! Mr. James Wanzeck RWL/rr Attachments OEEPWELLS - EDUCTOR WELLS ELECTRO OSMOSIS PUM PING WELLPOINTS
r p v: CONSULTING MEETING - BECHTEL ANN ARBOR, MICHIGAN [ JANUARY 7 & 8, 1980 l January 7 & 8, 1980'- Deviewed.the Permanent Dewatering System - Midland Plant: It was agreed: 1. ihatit the as backfill is not around subject the Category I pipe lines and ducts need not be dewatered to 1:4uidation. 2. That any loose to liquidation need sandto bevoc:.. ill layers beneath the Category I ducts and pipes subjec dewatered. 3. To move the proposed 20 operating and 20 standby dewatering wells in. front of the Service the dewatering Water Structure wells andthe will intercept Intake Structure sand backfill closer beneath to tnewater the service said structu pipes that is subject to liquidation, instead of dewatering the original sand further away from the structures and depending on the original sand gradient dewatering the t sand backfill under the service water pipes along the buildings. The test pumping
~
i of the temporary dewatering wells for the punctured electrical ducts near the Service ' l Waterbackfill. sand Structures indicates that the original sand alone will not drain the overlyin 4. That 100 percent redundant system will be provided at the Service Water Intake Str to compensate for. the allowable down' time, j to 1 day. 5. To locate the deepwells South of the Diesel Generator Building as close as possible the boring locations that show deeper depths of original sand. wells and determine from observation wells in the original sand and the-backfill san at the Diesel Generator Building if the water levels in the various pervious strata are responding as a unit or if the water levels in the original sand and the sand backfill indicate- that the water in the sand backfill does -not drain into perched in the sand backfill during the operations of the p water, or. any future water from other sources; if 'so addition off the perchedLwater. the pond, and if the gradient developed on .the pumpinTwo deepwells Building is.not sufficient for the desired down time,g of the wel's at the Diesel Generator required to obtain the gradient needed to obtain the desired athese wells ' hie . would be operated as supplemented as -required to meet the requirements.In the Trainbay Are used .for _the Diesel Generator Building would be followed at 'the Trainbay Are Approximately dewater this area. 6 deepwells would be installed in the area East of the Power Block
- Some of'the existing contruction deepwells at the Reactor 1 would be used to off
' deepwells at the Unit'2 reactor would be used to supple
-East side.
or
.l l
1:m- --- .;
%. ug:- -
l v Page 2: i Observation Wells: , ~. 3' sets of 2 continuous.graphLrecording observation wells with alarms that alert the ,' a ~. operating personnel when the water level has risen to a level that equires action. y '
- A' set at the Diesel Generator Building l A set at the ' Service Water Structures i A set'at the Trainbay
- b. The other observation wells would be' recorded initially and every week or so to
- verify the automatic observation wells.
. c. For each nas well installed 'an observation well 1" diameter maximum would be-installed within the well gravel packs. The observation well would have a 5' l le 'gth of screen on the bottom 'and extend above the ' ground surface. ,
- d. Obs .rva' tion wells in the standby wells would be checked periodically, 6 at the l Service Water Structure, 3 in the' Diesel Generator Building,'and 2 in the Trainbay LArea.
- e. Existing observation wells, AX-1, AX-2, and AX-10 at the Trainb iy Area and' a
! selection of other existing observation wells wouid be~ used.
- The discharge from the wells would be monitored with meters (sparling type), from i- fi ve ' : separate discharge. headers. All wells and discharge headers would have provisions
- for taking water samples.
Each well would be checked initially 1for allowable fines, and the total allowable for each' discharge pipe. determined and . checked therefore until a higher percentage of fines showsf up at a discharge pipe at which time the individual. wells would be tested to locate the well or wells showing the . increase arxl the situchen corrected.
)1 Periodically'the wells would be treated to_ maintain their capacity.
1The wellscreens would be plastic, 6.625 0.D. 0.450". wall with continuous screen below elevation 624,- gravel packed in a 12'-3/4" I.D. hole, galvanized steel riser would be used
-for'the discharge riser. The collector headers ~would be plastic. Manholes or pitless
. adapters would. be' used for' access to the wells. I 4 0
-r -
,w. - _ _ m, -- ,, - - - - v-p r .
1 tt l l COMBINATION , f .. SHOP ~
'smoo EVAPORATOR 3 warv Wf tutLDING '
COOUNG
. TOWER g l O ' OILY WASTE 1 m_ p O p 5' ^^" " '
TREAT 1 DENT [ UTANK FARM UUAREA i s , i eoee h
- WDRMM i e Tams N ASTE l BulLDING AUXIUARY BUILDING "
A y j ua-j N /~ '
- 0 e ,
l UNIT 1 ) [ UNIT 2 y
^'
^'7 a g
l 1 I I ADMIN. AND ssRvies BuitomG s, *ge<N me A l RE alc2la jasseL , DIRID / h l so.E m>on P i WMD a susu m e c:RCuL. N WATER INTAKE Ooeoe STRUCTUR suco l O -e_ l coNoewsATE D cOouNcroNo I sFoRAGEH l TANKS g g D@ GENERATOR FUEL OtL 1 STORAGE TANKS - _ m m \
't- i rr;i '~
s 1 i i i i i ITN
=
, r+ \ \
- .5 .E.' @
. .I .!.
t BECHTEL ANN ARBOR MIDL AND POWER PLANT-o so sw iso >= D*"D *0 ~TT sCALEINFEET d W[ ,
RICHARD D. WOODS Prolennional Engineer 700 MT PLE ASANT ANN ARSOR, MlCMIGA N
. . ~
48103 313-769- 4352 February 5,.'1980 Dr. S.S. Afifi Bechtel Corporation P.O. Box 1000 Ann Arbor, MI 48105
Dear Sherif,
Transmitted herewith are five (5) copies of my report on Crosshole seismic Tests at Midland with the following corrections: 4 page.2.- Boring numbers added to Fig. 1 l page 8 -. Ground. elevations added to Table II. l Sincerely, Richard D. Woods,.Ph.D., P.E. 5 encl.- s f u l l
"l
4 B_echtel Associates ProfessionalCorporation
' 3 '~'
' 777 East Eisenhower Parkway Ann Arbor, Menigan .
m asses P.O. Box 1000, Ann Arbor. Merugan 48106 7 February 1980 A. J. - 11endron, Jr. 2S Colf Drive
!!ahome t , Illinois 61853
Dear Dr. Hendron:
Enclosed please find (one) copy of Dr. R. D. Yoods report on Cross-Hole-Seisric *"est conducted at the !!idland. jobsite, for- your infornation. Sincerely,
.c Af S. S. Afifi Asst. Chief Soils Eng.
T.!C/nn Enclosure a t a ._ DPSD @ N Wy 1 I G uj@ju u]D 4
.Bechtel Associates Professionai Corporation-2.,
777 East Eisenhower Parkway Ann Arbor,Mchgan - . avammess. P.O. Box 1000. Ann Arcor, Merugan 48106 7 Februas. 1980 R. E. Peck
' 1101 "arn Sands Drive S. E.
Albuquerque,'74witexico- 87123
, near Dr. Peck:
Encloser' please find (one) copy of Dr. ".. D. t'oods report on Cross-Fole Seisnic Test' conducted at the Midland jobsite, for your information. Sincerely,
./'esi.
S. S. Afifi Asst. Chief Soils Eng. PRC/nn Enclosure-f s ,- , D"*]D ]D 0 ONM o o M o Mu UINC
JOHN DUNNICLIFF, P.E.
,.__ : Geotechnical Instrumentation Consultant <
b 8 Adams Street (617) 862-3175 t.exington, Massachusetts 02173 ~ File #79-t2
- February 8,1950 i
Dr. Sherif Afifi-l~ Bechtel Associates Professional Corporation
-P.O. Box 1000 Ann Arbor,-Michigan- 48106 4
P.e : Midland Units 1 & 2
; Diesel Generator Building
Dear Sherif:
I- In accordance with your request, I have reviewed the Soil-& Rock Instrumentation Report entitled " Midland Power Plant Units l & 2, Diesel. Generator Building, Report on Son-
~
~ dex Gages and:-Borros Anchors, Vols. 1 & 2," dated January i
- 1980,- and have the following comments : ,
-l General l Having participated in establishing the general format, a
content and data reduction procedures, I am unable-to make
- anl independent review of.those aspects. The report appears
- i. to be consistent with the agreed format, content and data reduction procedures, and is generally clear and thorough.
My review has addressed two primary points: first, are there errors or inconsistencies; second,- is the report un-derstandable' to a party who is unfamiliar with the reported' work?
~
I' have made no effort to examine and review al.1 the de-tailed-data' presented: -this would be a major task.
' Modified Borros Anchors
~
- 1. : Appendix C' data' sheets show no' units. Units are !
inches, j
- 2. :I'_ve made-a rough plot of " absolute settlement of anchor?between 6/12/79 and'S/2/79" and." elevation of-anchor'tip," and find a familiar pattern' showing
;significant scatter, settlement generally' decreasing d
i
_ - Or'. Sherif Afifi s f with decreasing elevation, and evidence.of settle-ment below elevation 585 ft. It would be informa-- tive:to compare these data with the optical survey data on the same Borros anchors. In making such a comparison, data' prior to " sealing the building off" (Section 2.20) should be considered separately from
-subsequent. data.
- 3. Assuming that- data after'sealings the building off. is likely to be more accurate than prior data, it would-be helpful to include the sealing-off date on all the Appendix C tables, and in Section 2.20.
- 4. Page13, third paragraph. At. what poin t on the riser rod was 'the temperature reading made? If at the top, how representative is this likely to be of the exposed
. length?
- 5. Page 4.-final inset section in second paragraph.
- Maybe this should clarify that -mezzanine floor points -
were from smoothed curves, while the rod points were actual (not smoothed) data points.
- 6. What are the tempergtures in the " Notes" column in.
Appendix F? Presumably the ones referred to in 4.
-above. Why are some in OC and some in oF?
- 7. Plots at the end of Appendix F: shouldn't the-un-connected points be labelled as relative settlement of mezzanine floor and rod top? Why are there two absolute settlement lines (e.g. ,- on BA-29) and what is the arrow linking lthe two? Why is there no second line'on, e.g., BA-49?
Why is there no arrow on e.g., BA-49 -plot. to indicate to what" absolute settlement
... data" refers?
i
- 8. The contour plots in Appendix F are'from DG markers-only. They should be generally consistent with Deep LBorros Anchor data. From. Appendix D for 6/7/79 to 8/6/79, and the last contour plan,.I get the follow- ,
ing approximate values: a
~
l l l l l l 1 R John Dunniclin, P.E. i I l I l+.' a: '
~
, e
Dr.' Sherif Afifi From BA# From Deep BA Contour Plan 61- 0.20" 0.20" . .62 0.13" 0.14" 63 0.17" 0.16"
.64 0.09" 0.11" These are remarkably consistent, and imply no signifi-cant settlement below elevation 535 ft. Note that the deep- BA data includes the period when the building was not sealed off.
Deeo Borros Anchors
- 1. Section 3.20 second paragraph and 3.50 third para-graph: what about thermal expansion at BA-62 and 64?
- 2. Section 3.50'second. paragraph: agrees with my para-graph'8 above.
- 3. The method of temperature correcting BA-61 and 63 data.is.not very ci, ear (central inset paragraph in 3.50). Aren't.the words." daily" and " relative move-
-ments" incorrect?- The correction'is, in fact, proper, in that it corrects for thermal length change in the Deep BA rod and building over the elevation difference between: top of rod and top of. footing. Said another way,.the tabulated " absolute settlements corrected
.for temperature" are actually the settlement of the footing relative to elevation 535 ft, assuming no thermal effect on the rod between top of footing and elevation 535 ft. Hence, perhaps they would~ properly
-be termed "absoluteisettlements of footing". I believe the wording in Section 3.50 needs expanding,
~
perhaps.by giving an example on Fig. 5, and referring to this in 3.50. For example, using the BA-61 8/2/79: data: l absolute settlement =-reading ~ average - initial 0.193 -- 7.287' - 7.094 temperature correction = reading average - initial
' O.~005 - 6.872 -
6.867 Labsolute' settlement corrected for temp. = absolute: settlement'- temp. corr. 0 ~.- 18 8 - =- 0.193 ~- 0.005 W
. John Dunnicliff, P.E.
Dr.' Sherif Afifi' 4. Second to last paragraph on p. 6: applies only since sealing off the building. Again, I believe the date should be given, also on the Appendix G tables for BA-62 and 64.
- 5. 'What are the temperatures in Appendix G ' notes' columns? Why . are some CF and' somel oC? -
- 6. The first set of. tables in Appendix G should be headed
" Deep" not'" Modified".
- 7. Data in the.first set of tables.in Appendix G.are headed " relative-settlement" Land are transposed to Appendix.D as " absolute settlement". They should both be absolute.(if we accept that no settlement oc-curred below elev. 535 ft) .
- 8. Appendix D. data for BA-61 and 63 should show that 4-
--there is no temperature . correction until 8/2/79 be-
~
cause the TA There should be no' entry gagesinwere the not yet instal' column headedled.
" absolute settlement corrected for temperature" for:
BA - 6/6/79 thru 8/1/79 BA-62 throughout BA 6/13/79 thru 8/1/79 BA throughout Should~the correction fo1 ~ BA-63 on 8/17/79 and 8/28/.79 be zero?- Sondex Gages
- 1. Section 4.50. Last line. - These plots are contained in Appendix E.
- 2. The scaleLlabelled " movement (inches)" in Appendix E sho~uld'give a' day zero for the movement. -.It is not clear.whether this is 7/31/79 or 8/15/79. Additional
. explanation in Section 4.60 would help. ~
- 3. Is there'a possible initial reading error of the S-5
. rings at elev. 542' and 547': . they seem consistently-out of line with .the1 rest of the data (Appendix E)'.
1- The last-plot in Appendix E-appears strange. I suggest that the line should be. drawn asymptotic to
- the axis near the bottom.-
- w
- s. 1-4 John Dunnicliff. P.E.;
s u ~ w * ~
J 4 .- [ Dr. Sherif.Afifi
- 4- . Arrcws' are missing on the last S-4A. plot in Appendix E.
- 5. 'In examining the Appendix E plots to see whether Sondex data implies vertical movement below elev. 540
~
ft, I get: S-1: No
.S-2 .No S-3 ~Maybe
-S-4A Yes S-5 Maybe You may wish to evaluate this implication.
6.. In an3 attempt to see whether reported Deep BA data agrees with reported Sondex data, I've plotted Deep BA data (from Appendix D) versus time to pick of from-smooth plots the heave for the period ~8/15/79 thru-9/15/79. As discussed in paragraph 3 above under
" Deep lBorros' Anchors," this is actually the relative
- movement between elev. 631.5 ft- (top of footing) and
' 535 fr. . Picking of th_ samecrelative movement data " for the same time period from the.Sondex plots in . Appendix E, I get: - Relative Movement Between
-Elev. 631.5 and 535 ft Instrument Between 8/15/79 and 9/15/79 1 (all heave) ,
.BA-61 0.22" BA 0.14" BA-63 0.22" BA 0.17"
- S 0.18"+
S-2 0.22"+
.S-3 1 0.17."+
S-4A. 0.20"+' f S-5 0.24"+ A plus sign'is added to the Sondex data because in j no case.are the Sondex data referenced to an eleva-
. tion as low as 535 ft. When noting these nine values !
i
- en a plan, and bearing;in mind.the shape of-the settle- ;
-ment contours, the data are in reasonable agreement, I with.the possible exception of S-5 and S-4A. -As k_
r cJhhn Dunnictiff.' P.E. ,
4
, .= $ ) . . '. '
t I'- Dr Sherif'Afifi- .I discussed:in: Bill Beloff's memo to you dated December 20, 1979, the; Deep,BA data is likely to be bore accurate. than the Sondex. data. Sincerely,
. JD/cm- John Dunnicliff cc: Soil & Rock Instrumentation'.
30 Tower Road
.-Newton Upper-Falls,.MA 02164 ATTN: William R.--Beloff i
l i i i n
~l t
T lt . - J hn' Ounnicliff. P.E.
, _ , , y p , , ,.
m - -
" ^
n x, _>
~
1
- Bechtel Associatss Professional Corporation.
-A
_h % 777 East Ersonhower Parkway- .. ,Q Arin Arcot, Machigan .
< uu Apens P.O. Box 1000. Ann'A Dor, Michigan 481'06
' 12 February 19P.! ,
C. it Couli -
.popartnent . '. of ' Civil - "nn t nce ring : .
- University of. '!ichinan:
. Ann' Arbor, !!I' 48109 Ocar Chuch:
Per: o'er_ prev'Idus' <llscunnion,- nttached 'picase 'tind an useinted copy of Specirientinnf C-95.PR, C-38' PR, and Statrings for C-2'105, C-20%, C-2010. C-20ll 'and C-2020,; for your revicu and ' connonts. I ansune . ue will have - to' ncet ,tfi th Dick T,our,hncy noncti1c af ter you conpleto your review to not his input. ( Sincerely, '
;j S.:S. Afifi -
-Asst. Chief Soils Engineer j
- SSA/nn: ,
Attachnent: f
' ~
^
-~
.. ( .
i
'a' 4
Y' ^ q
> '_S.
x-b**0
~
*CD030M@'
.o w-w uBU 200\llnle=
~.
, . --. ,.~.
.s -
4 RICH ARD D. WOODS
- Professsonal Engineer 700 M T. PLE AS A N T
' ANN AmeOR ulCMlGAN 3
'44103 313-769 4352
. February 14, 1980- -
r: i Dr. S.S. Afifi 5 Bechtel Incorporated P.O.' Box 1000 Ann Arbor, MI'48105 4
Dear Sherif,
j Please replace page 9 of my report entitled " Seismic Crosshole Tests at Midland Power Plant", dated January 8, 1980 with the enclosed revised page 9. Sincerely,- o A f Richard D. Wodds, Ph.D., P.E.
'6 encl.
7 d J Y w = - r - -
Bechtel Associates Professional Corporation i ( 777 East Eisenhower Parkway Ann Arbof, Mecha0an .t
~
adedAeness:P.O. Boa 1000, Ann Arbor, Mictugen 48106 15 rebruary 1980 1 i j .- 1 j Mr. Richard Loughney, President l Ioughney Dewatering Inc. 1 2280 Crand Avenue l Baldwin, NY 11510 i i
Dear Dick:
1
- Please r , view the enclosed draft specification for submersible j pumps and return comments to me by February 26, 1980.
i Sincerely, t
~
. William C. Paris, Jr. Engineering Geology Supervisor a j WCP/ lay Enclosure 1 4 f i i 4 L T l
'n 1 i
^ - a p. w t
13cchtel A,ssociates Professional Corporation s n7 Ca:t ti:u.t.crect P. sfatay 9g (7 , r.n Aster.t Wh:gan r: z ,.us,.h p o. co4 ic'4..*o.97 rtor. r.shdar.e s:cs -
.g)
/
' 15 .L : .cy 100.0 Ifr. ' Richerd I.outhncy, Prceiu' cut 7 cutt.ncy D::::.tcririg Inc.
-2200 Crcud Avccue Eald::in, IN 11510' ricr Dick:
Tecle: ;d 'is a finni ccpy o'f e.:r rac;c a e to' cr.c ts' atica 24.
%is ccpy includes revictr.'cee . ..ts 'ay the c1'u t, .;;.11 u d T&o y et cr.d ."m Tr: acInco Cco.tosy Ccc.p.
.Sincarely.
e
'/.
dkfb f.. :.. 1:1111cm C. Paris, J haineering Ccology Su; avisor NC?/lt.p . Tacicsure f. 9 4 e
- 1. 1
< I
% k
' ~
1 wc ,c U U .3
- y - . - - 1
Bechtel Incorporaicd Engineers-Constructors Fifty Beale Street San Francisco, California usa noaress: 9 0 son 3%s.sen t~ February 19, 1980 Richard W. Loughney Loughney Dewatering, Inc. 2800 Grand Avenue i .Baldwin, New York 11510 L
Dear Dick:
- The items you list in your letter dated January 14,
- 1980, cover the i essential points discussed in the meeting in Ann Arbor on January 7 l- and 8. I have discussed your letter.with Bill Paris, Jim Wanzeck and l others present at the meeting. and we appreciate your effort in preparing the list and submitting it for revies. Generally, your list describes what was agreed upon as to the criteria and preliminary design.of the dewatering system that we are using. I would like to clarify a few points that were discussed in the meeting.
i The allowable.down-time of .1/2 to 1 day that we discussed was based on l the assumption that water levals at the intake and pump structure area l - would have to be maintained below elevation 610. However, because the i Cateoory I punp structure _ is planned to be supported with piles in the l . natural materials,.the presence of ground water will not affect its
- stability. The intake structure is a non-Category I structure and does not need to be dewatered.
l .The_ nearest structure 'to the ponc that .rsquires ground water levels be
- maintained below elevation 610 is the Diesel' Generator Building. He j have determined that it would be 90 days before water levels in that area would-rise to elevation 610, should the dexatering system be completely -
shut down. Nevertheless, for additional assurance of the system capacity we will provide a duplicate standby system of . interceptor _ wells around .
. the intake and pump structure _ area,. and'it. is -planned- to maintain water levels below elevation -610.
i
~
l: ,- ' As.you 'are-aware, the temporary dewatering for the repair of electrical l ducts near theLintake and pump structure area will begin shortly. The are planning to monitor _ observation wells throughout the plant area
-during the. dewatering. . Documentation of these data'should further support the effectiveness of the proposed permanent dewatering system.
L The data will also provide-documentation of the degree to which pumping from the: natural sand will dewater .the -backfil' sands around the intake -
. and pump structure area, t
s s Y
Richard W.-Loughney.
-February-19, 1980 Page Two Three dewatering wells are planned-at the auxiliary building Railroad Bay. . Two observation wells with continuous water level recorders will also be installed. The observation wells will be constructed so that they may be used as dewaterirg wells, if required.
.The' design operating level of the system will be elevation 595, which is at, or above the. level of the Sullock Creek drain innediately west
' of the plant and above the normal . level of the Titibawassee River north and east of the plant site. Thus, there should not be a 0:,tential for ground water outside the surrounding dike to migrate toward the plant site area, regardless of the effectiveness of the dike cutoff.
Our responses to Question 24 by the NRC should provide further clarifi-cation of our. concepts for the permanent dewatering system. Bill Paris sent you'a copy of the draft of these responses January 11. It is undergoing review by the Client and our staff at the present time. When the final draft is prepared for submittal to the NRC, Bill will send ' you a copy. If you hcVe any questions, I or Bill will be gird to answer. Sincerely, r.y2.,..i< b-/(. C. R. Farrell - Assistant Chief Geologist CRF Q cc: C. R. f*.cClure
'K. Wiedner H. C. Paris, Jr.
J. O. Hanzcck u s
.....:. . . . . . ~~
s RICHARD D. WOODS Professional Engineer 700 MT. PLE ASANT ANN ARBOR. M8CNIGA N 48103 313 769 4352 February 22, 1980
\
Dr. S.S. Afifi Bechtel Incorporated P.O. Box 1000 Ann Arbor, MI 48105
Dear Sherif,
Please replace page 8 and. Table Cl of my report entitled " Seismic Crosshole Tests at Midland Power Plant," with the enclosed revised pages. i e l i Sincerely, Richard D. Woods, PH.D., P.E. 12 encl. l
)
e
+ -- T T- t-
I RICHARD D. woods Prolmooruel Ennnver 700 MT. PLC AS AN' 4 A NN A R BO,i MOCNIGA N 48103 313-169 4352 February 22,1980 r Dr. S.S. Afifi Bechtel Incorporated P.O. Box 1000 Ann Arbor, MI 48105 RE: Shear Wave Profile for Dissel Generator Build. and tank farm area at the Midland Power Plant
Dear Sherif,
, At your request, I reviewed the results of my crosshole tests under the diesel generator building and the tank farm area at the Midland Power Plant.to formulate a simplified shear wave profile. After studying the results of four'eross-hole tests,' identified as CH 7,8 & 9, CH 10, 11 & 12, CH 13, 14 & 15 and CH 16, 17 & 18 in my report entitled " Seismic Crosshole Tests at Midland Power Plant," dated January 8, 1980, I sugcJest the following shear wave profile:
. Ground surface
- to elevation 615 V, = 500 ft/sec Elev. 615 to bottom of fill (about 600) V, = 850 ft/see If you have any questions regarding this recommendation, please contact me.
Sincerely, Richard D. Woods, Ph.D., P.E.
.y ;
- Or underside of mud mat.in diesel generator building. l
\
l' l 1 e , _-
Bechtel Associates Professional Corporahon p 777 East Eisennower Parkway
? Ann Aroor.Micnigan , NW Afe,en P O Bos 1000. Ann Aroot. Michsan 48106 February 4s 3 let90 Mr. C.H. Could 1165 Bardstown- q Ann Arbor, Michigan /
Subject:
Consumers ds799&o=tadv ~) / - Midland P60- inh 722Q 9" NRC Meeting on Underpinning File: 0120, C-95 Dear Mr. Gould Confirming the telephone call on T +bruary 15, 1980, between J. Hook and yourself, you are requested to attend a meeting at the Midland jobsite on February 28, 1980. The purpose of this meeting vill be to present to the NRC, Corps of Engineers, and the NRC's. consultants the status of the a proposed corrective actions for the Midland plant regarding soil settle-ment. It is anticipated that a presentation similar to the one made with the NRC in July will be adequate. j If you need further'information, please contact B. Dhar at (313) 994-7067. e Very truly.yours, fu (a : h.H.Curtis Project Engineer ; JGH/ja 2/19/11 cc: S. Blue L. Curtis. B. Dhar ~ T. Johnson Com Log
-i I
- Bechtel Associates Professional Corporation 777 East Eisenhower Parkway ,
,, = Ann Ard$t, Michigan .
u.neems P.O. Box 1000. Ann Aroor. Mecnigan 48106 25 February 1980 9 Dr. R.. Woods . 700 Mt. Pleasect
' Ann Arbor, MI. 48103
Dear Dr. Woods:
This letter is to confirm our discussion that sixteen (16) or more dutch cone penetration tests will be perfor::ed at the Midland Plant (Units 1 & 2) for the soil investigation along the Category I pipelines' under the current consulting contract. 1
~ '-
Sincarely, g = [ C ,. Sherif S. Afifi Assist. Chief Soils Engineer ! 5 / lop o l 1 1 e
, e e , -, - .-
Bechtel Associates ProfessionalCorporation 777 East Eisenhower Parkway Ann Aroor, Michigan ,- meums.P.O. Bos 1000. Ann Aroor. Michigan 46106 27 February 1900
... J. Denirnn, Jr..
23 Golf Drive Pahoner, Illinois 61853
Dear Dr. Mendron:
Attached 91 case find the revised pa;es A, 9 and Tahle C1,tA.ich replaces the identical pases of Dr. "ood's report of crosshole seisnic tests at
?tidiand Pouer Plant, dated Jamtary 4,1980. ne report was trans titted to you at an earlier date.
Sincerely,
.f &
S. S. Afifi J
- As t. Chief T.nginner
.54
/ PTC/nn Attachnents i
e 4 4 o
. MmMUJ)Uh 4 r- "
r
Be~chtel Associates Professional Corporation
- 777 East Eisennower Park :y
(; Ann Arbor, Micnigan u.neemu P.O. Bos t000 Ann Atoor, Men gan 48106 27 February 1980
. E.'Pcek 1101 "arn Sands Drive S. E.
Albuquercue fieu !!e::ico A7123
Dear ')r. Peck:
Attached please find the revised pages S, 9 and Table C1, which reolaces the identical nages of Dr. "ood's report of crosshole seistic tests at
!!idland ' Pouer Plant, r'ated January 8,10@. .The report was transmitted to you at an earlier date.
Sincerely, '
,p.pe:L
~
y S. S. Afifi Asst. Chief Eng,ineer c7M/nm Attachnent i l
*D d D*#]D w w Ju w 2 =
Y
.Bechtel. ;sociates Professional _arporation 777 East Eisennower Parkway
. Ann Aroot, Mecnigan -
I w.ne u P.O Bos 1000. Ann Atoor.Menigan 48106 I 3 March 1980 R. 3. Peck 1101 Warm Sands Drive S. E. l Albuquerque, New Mexico 87123
Dear Dr. Peck:
1 Transmitted wich'this letter, please find a final' copy of the Diesel Cenerator Building Instrumentation report submitted by Goldberg-Zoino, and Dunnicliff and Association Inc. for yoe,r information. i Ofncerely, i hf E. S. Afifi f
, Asst. Soils Chief Eng.
, /nm Attachments 4 l r
~ ; -- . . .
m Bechtel, ,sociates Professionaliarporation 777 East Eisennower Parkway .
- ~ Ann AfDot. Michgan .
- u. sam.as P O Boa 1000. Ann Arbor Micnegan 48106 3 ffarch 1980
. A. J. Hendron, Jr.
28 Colf Drive
}tahome t , Illinois 61853
Dear'Dr. Hendron:
Transmitted with this letter, please find a copy of the Diecel Generator. Building . Instrumentation report submitted by Goldberg-Zoino, and Dunnicliff and Association, 'Inc. for your information. Sincerely, ff S. S. Afifi
. Asst. Soils Chief Eng.
/nta Attachments N
r 9 0 _O .
r
%S To File 1, '
J rno. TCCook v Consurners oire March 13, 1980 P0Yler sussecy MIDIAND PROJECT CWO 7020 - MEETING 4Tu Nft, oel ~ Company THE MIDLAND PLANT FILL STATUS AND f as.t.41.% FEBRUARY 27 AND 28, 1980 - MIDLAND, l"'j"'aunce [j File: 0485.16 UFI: 00234(S) 71*01 . -- CC Attendees" CAHunt DBMiller DESibbald RMWheeler
*CPCo, Bechtel and Consultants only ,
Generally speaking, the meeting followed the agenda (attached). GSKeeley noted in his opening remarks that we had met with the staff and the consultanta in the July 1979 and January 1980 meetings, and that these meetings wars augmented by their visits to the site. He also noted that, base 3 on our previous discussions, we had been ready to start remedial contracts n December 1979 when we received the soils order from the NRC. Consumers Power then concelled negotiations with the contractors until better indications from the staff were available to the e f fect that the' issues had been resolved. Mr. Keeley also noted that we were
/
submitting Revision 5 responses to 50.54(f) Questions 4, 14, 16, 17, 18, 19, 20, and .24 through 35 next week. - He then stated that the' meeting today would be for purposes of updating the new NRC contultants through a tour, a review of the history of the probleum and a verbal discussion of the planned remedial actions. TCCooke then discussed the historical aspects, the investigative. program, the ' settlement, and outlined some of the planned
- remedial actions. From that point forward, various Bechtel engineers followed the agenda; at the same time high-lighting some of the more pertinent portions of the responses to the questions that Mr. Keeley had noted would be sent to the NRC next week. The presentation was a repeat of the m'eeting of January 16, 1980 except that item 5 of the agcnda,
" Evaluation of Piping" had not been discussed on January 16, 1980.
The'second day of the neeting started off w'ith an extensive site tour by four groups of NRC and. consultants personnel, as noted below. Group A - Soils.Revie Group B - Structures Aeview Group C - Machanical Review . . Group D - Hydrology Review u Following the site tour Consumers Power Company Consultants gave their overview of the situation and the planned-remedial action. A general discussion followed. Discussion Topics -
- 1. .D. Hood expressed an interest in observing the area in the field where the pipe will connect to the control room pressurization tank. It was noted
~
that_this system is'not completely designed (drawings will not be released until May 1980). B. Dahr was available to answer questions. , "2. . The' NRC meeting minutes will' not include the. figures passed out today if they_
~
.have been supplied with other documents or meeting notes.
.A a.
rd_
. V *
[h
.ile-File: 0485.J6 UF1: 00234(S) 71*01 Serial: CSC-4882:
Page;2 3.
'.{l There'was'a general discussion on the amount of dei .il'the NRC requires for
~
their review. .
~
4 .~ - Intcrest was expressed and discussions took place on how the permanent de-watering wells would be maintained (incrustation). There was also discussion I. 1 concerning the disposal of any acidizing chemicals. ,
- a.. Environmental acceptability.
', b. -Possibility'of the acidizing chemicals increasinh the. concentration of anacceptable chemicals'in the cooling pond water. There appeared to be no problem. *
- 5. The NRC was interested in the ability'of the Category I retaining walls (Service Wat'er), ability to withstand the postulated failure of a concrete
- pipe break in that area. It should be noted that these walls have been
* ' designed for. saturated' fill. The location of the concrete pipes are as shown on the location. plan. There would be no problem associated with a con -
, crete pipe-break (K. Wiedner). * *
- 6. The effect of a guillotine' break of the circulating water pipe was discussed.
j (It should be noted. that a guillotine break of a non Category I steel cir- . . . . . l' culating water pipe embedded in soil is not possible. A rupture' of the cir-F- culating wa. . pipe in the vicinity of the Diesel Generator. Building is being evaluated.- The pumps can be shut off, however, and butterfly valves are F ( provided the pond. to isolate.the discharge end of the circulating water pipes from e 7. Interest was expressed in the' type of well filter pack utilized (gravel, sand s gradation, etc.) ' Additional description,can be provided if requested.
- S. 11n response to a question regarding consequences of not underpinning the-electrical penetration areas. it was'noted that the fix on the Auxiliary Buildingfelectrical penet, ration areas was required because some borings.
in the, area show low blow counts. For this reason, a positive remedial' action . is required to transfer the horizontal. and vertical. seisade force into sound foundation media. The Auxiliary Buildings wing walls are not designed to function as a. cantilever.
- 9. . . The . bending moment in- the concrete walls of the Service Water Pump Structure
[ ' due to the offset pile conne'etion to the Service Water Building, and the
~
shear: forces ati that ' point were discussed in detail. The NRC seemed to be - interested in the bending moment capacity of th'e wall:to resist that for
~
~
4-
!which it was not originally designed,"and the ability ~ of the -tie rods to
! transfer load. Details for the ' load transfer from the: piles to the Service Water Structure were discussed..
- 10.
Many_ questions 1were asked-concerning pile criteria for loading,' testing,
" driving,ietc.
Similar qu'estions~were asked-on the cassions. This infor '
;mation can be~ documented if_.the NRC desires.
O kj ~' 11. ~lttis safe to assume;that;all-pipe lines'need not be profi!.i. There were e l profiled pipe . lines in the lsame. area and . parallel to unprofiled pipe lines, it TCenerally,; parallel' pipe lines were. installed in the s'se tar.ch, and there would have to'be very:large' offsets to encounter a str esss problem.
% i
. .- . -. ._ ._ - . - _ . . ... . w -
' . n e
) F i l e --
* ~ File: '0485.16- ' UFI: 100234(S) '71*01 . Serial: .CSC-4882 4; 'Page 3 12.; - Detailed 1 piezometer. information ennearning the soil profile adjacent to their
~
- locations.was discussed..The NRC was interested in how.we determined that the 4;
-surcharge piezometers were located-in clay layers rather than sand. Review l of -the piezoreeter charts' and boring: logs during preload is required by the >
I ~NRC to enable ~them to increase their confidence. .The logs have been pre-
- viously transmit'ted. The piezometer charts and installation information will-'
.+ . be transmitted as noted under commitments.
~
l- Commitments. 1.- '
- '
- A conniement was' made by. Consumers Power Company to _ provide five additional j pieces of 'information to 'the NRC; namely, (1) a summary of the remarks by the
>4 Con'sumers Power Company Consultants made during this meeting; (2) thirty-one .
l additional primary / secondary Diesel Generator consolidation curves; (3) the
~
l' criteria utilized ~to select and locate.the observation wells; (4) surcharge ja piezometer sketches and installation information; and (5) the location plan of buried concrete pipe. 3 i- 2. cracks -in Concrete ;- A commitment was made to monitor the widths of cracks ~ - - -
- in- the Service _ Water Pump Structure, the Auxiliary Building electrical pene-trations area, and the feedwater isolation valve pits bef< e and after in- .
1_ stallation of piles or support systems (JRotz). i-There will be crack monitoring of the borated water storage tanks foundation
< duringi the loading operation. Any cracks in concrete with walls'. widths greater than 13 mils outside or 1% mils,inside will be repaired (JRotz).
4 3. In respons'e' to Gallagher's question a commitment was made to grout the existing _ partial ~and local gaps between the_. Diesel Generator Building footings and soils, 1 as a' precautionary measure, even though the preload shows tnat the ' footings as } they exist- now are adequate to transfer the load (BDahr). J. 1 1. l The southwest settlement marker concerning the measured vs. the predicated j secondary compression settlement from Augusts 15, 1979 to January 16, 1980, assuming the surcharge remains,,vas in error. This was noted during Sherif 3- Afifi's prerrntation (Figure 27-15) and' has been corrected. 5.
- CPCo/Bechtel actions. Consultants' continue to'be involved in the review of remedial 4 6. .
Service _ Water Pump Structure - Bechtellvill measure the building displacement
-as well as? pile displacement during jacking operations to arrive at a realisic stiffness
,(Afifi and for dynamic analysis of the structure with piles during the SSE Davisson),
4
'7.1 Service Water Pump Structure - Bechtel will envelope the. spring constant used 3
for pile and:siesmic analysis.-(McConnell)
, ( 8. Diesel Generator Building: _. Structural Analysis.- The spring stiffness.will:
' be varied such that" the ~ predicated forty year settlement.will be simulated M .met andjstructures (BDahr). will' oe :--analyzed co. show all the design criteria has been;
- 9. [Struct' ural liesign'a'nd Criteria: Incorporation Settlement k t Load Combination --
- l Midland : criteria as given in response 2to 50.54(f) Questions do not correspond - _ exac'tly to criteria' given in _ ACI-349..with modification' proposed in Reg Guide; 4 - e a r--- t - , _ , , , - - - - - , ., - . + - - - + + . - , +-4ue,.- , - -
File File: 0486.16 UFI: 00234(S) 71801 Sarici: CSC-4882 Page 4'
~
(' 1.142. Bechtel stated that as agreed in the January 16, 1980 meeting with the Imc staf f, a comparison between Midland criteria and ACI-349 criteria will be performed (BDahr).
- 10. Borated Water Storage Tank In the structural analysis of the BWST support ring foundation the stiffness of springs will be adjusted so as te iimulate differential settlements predicated by the Soils Group. The foundation will be re-analyzed to show it meets all requirements of design criteria (BDahr).
- 11. BWST Piping - It was noted that.the BWST Piping would be disconnected during tha load test.
! 12. . Service Water Building Pipe Clearance - The limited clearance between the Service Water Pipe and the Service Water Building Pipe penetration will be checked. The reason for the wood blocks being left in place for an extended 4 period will also be checked. e f\ Attachments sid T 4
~n f
4 v--
i i ATTENDEES ,
, m.
- Consumers Power Bechtel Consultants
.C. S. Keeley . Harris Burke R. B. Peck (1)'
T. C. Cooke Sherif Afifi A. J. HEndron, Jr. (1)
- ;T.'Thiruvengadam Ron Riat (2) C. H. Could (1)-
~
. D. E. Horn Bimal Dahr M. T. Da_i:;on (1)
Bill Paris Julius Rotz Jim Wanzeck -
, Karl Wiedner John Rutgers Lynn Curtis Al Boos (2)
Chuck McConnel . Walt Ferris : NRC. US Corp of Engineers E-TEC
; L. Heller N. Gehring. P. Chen.
R. Cook ~J. Grundstrom J. Brammer J. Kane- B. Otto. A. Cappucci~ W. Lawhead
.F..Rinaldi-
- P. Nadala R. Conzalis /.'Simpson
( C.-Callagher J. Norton. D. Hood R. Erickson . US Navy Weapons Center i P. Huang J. Matra , 1 e ' t; e r-i
- (1)1:' February 28 only (2) : February 2 7E only a.
'f o
J.h; ~ 1 s . m cr- , ' , = -, , . . , . - - - ,- - .. . ., +
MEETING WITH NRC ON MIDLAND PLAhT FILL STA'IVS AND RESOLUTION February 27 & 28, 1980 *
. /~ ' Midland Site
\-
v-
1.0 INTRODUCTION
C. Keeley 2.0 PRESENT STATUS OF SITE INVESTIGATIONS T. Cooke l 2.1 Meetings with Consultants and Options Discussed (Historical) 2.2 Investigativ.e Program - A. Boring Program B.- Test Pits C. Crack Monitoring and Strain Gauges D. Utilities 2.3 Settlement A.- Area Noted B. Preload C. Instrumentation 3.0 WORK ACTIVITY UPDATE J. Wanzeck 3.1 Summary of work activ.ities and settlement surveys for all Category I structures and facilities founded partially or totally on fill ' 4.0 REMEDIAL WORK IN PROGRESS OR PLANNED (Q4,12, 27, 31, 33 & 35) S. Afifi 4.1 Diesel Generator Structures
% .2 Service Water Pump Structures 4.. Tank Farm 4.4 Diesel Oil Tanks
.4.5 Jnderground Facilities 4.6 Auxiliary Building and FW Isolation, Valve Pits 4.7 Liqt* faction Potential 5.0 f EVALUATION OF PIPING (Q16,17,18,19 6 20) D. Riat 6.0 -DEWATERING (Q24) - -
B. Paris c
- 7.0 ANALYTICAL ~ INVESTIGATION B. Dahr 7.1 Structural' Investigation (Q14, 26, 28, 29, 30 & 34) 7.2 Seismic Analysis (Q25)
C. McConnell 7.3 Structural Adequacy with' Respect to PSAR, FSAR, etc. J. Rotz 8.0 SITE TOUR' All 9.0= CONSULTANTS
SUMMARY
! Peck /Hendron/ Gould/Davisson 10.0 DISCUSSION -All
.i.- _
Bechtel Associates Professional Corporation
~/ 777 East Eisenhower Parkway Ann Arbor, Michigan a u nasemrP.O.Bos 1000. Ann Arnor adichgan 48106 17 Mareh 1980 '-
John C. Dunnicliff . 8 Adams Street Lexington, !! ASS 02173
Dear Mr. Dunnicliff:
Attached are notes of neering held on February 20, 1980 at the Ann Arbor office for review and' comments. Please return your comments by April 4, 1980. so that we can issue the final notes. 4 i Sincerely. S. S. Afifi Asst. Chief Soils Engineer Mf/nn 1 Attachments 4 4 l
<\,
m T' {s f , _. .;.,~,. -- - ~ - - -- ~~' ^ ~ ~ "~ i
*&9 Bechtel Associates ProfessionalCorporation 777 East Eisenhower Parkway
( Ann Ardor Mchigan u uswees:P.O. Boa 1000. Ann Areor Menigan48106 , 25 March 1980 Dr. M. T. Davisson 14 Lake Park Road Champaign, IL 61820 Subj ect: Midisad Units 1 & 2 Service Water Pump Structure
Dear Tom:
Enclosed is Technical Specification Number 7220-C-94(Q) for furnishing, installing, and testing closed end pipe piles for supporting the north end of the service water pump structure at the Midland site.' The project has suggested thateve conduct a pile lose test under the technical requirements of the above mentioned specification - util: ing'an existing cont'ract with Canonie at Midland regarding a pipe bridge between the plant and Dow Chemical f acilities. This testing will be urder Q/A requirements. We would appreciate re-cieving_any comments you may have on the specification especially with respect to the pile load test requirements. Assuming all goes well we will be installing and testing the pile within two te th'ree weks. At such time we would appreciate having your representative attend the installation and testing.
.Please let me know if you need any further information to complete this review. Thank you.
Sincerely.
- a w
Sherif S. Afifi Assistant Chief Soils Engineer
, '0fAMlaa
- ( Enclosure
,-, . ev '
Bechtel Associates Professional Corporation 777 East Eisenhower Parkway {.__.
~ '- Ann Arbor, Michigan usue :P.O. Ses 1000, Ann Arnor. Menen 48106 19 March 1980
~.
R. B. Peck. 1101,_ Warm Sands , Drive S. E.
- Albuquerque, New Mexico 87123
Dear Dr. Peck:
Attached please find one (1) copy of Dr. Wood's report on the Vibratory Settlement of Diesel Pedestals for your information.
' Sincerely, i
- f. b S S. Afifi Asst. Soils Chief Engineer PKC/nie Attachments l
l kk
-k -
4 Q
- s
.4 * . ~ .
4 Bechtel Associates Professional Corporation 777 East Eisenhower Parkway . Ann Arbor, Michi0an . ame - P.O. Boa 1000. Ann Arcor, M ctugen 4e106 1 19 March 1980 i
~
A. J. Hendron, Jr. 28 Golf Drive j , Mahomet, Illinois 61853-1
Dear Dr. Hendron:
1 Attached please find one (1) copy of Dr. Wood's report on the Vibratory j Settlement of Diesel- Pedestals for your information. l Sincerely, i j
.f Af S.,S. Afifi Asst. Soil Chief. Engineer PKC/nm l Attachments l i
i 4 b 6 k i O
e M. T. D AVISSON p FOUNDATION ENGINEER Reply to: 2217 Civil Engineering Building 14 Lake Pp 'tesd-Urbana, Illinois 61801 Champaigni Illindis 618 /6 Area 217: 333 2544 Area 217:}$945206 Memo do: S . s K.F{.p,- M.T. pavios. , F< ~ : i h4e : afzr / gs
' sede ce u.>& Po.ep 5+rudwe 2e : Rev rem o 9 M Y laJ Lo a.A Te>+ < ble brav13Srec.
> s m ra 1,r.
Se c A F.k tatkr .f . fa ks r2 -% &cd $p. ave *< 9,u w+34M u+r
~ .
Cdvtc'C
- Sf ' '" '? '
hh k gw ' +
Bechtel Associates Professional Corporation
/ .777 East Eisennower Parkway Ann Arcot, MicNgan .-
mensowe P.O. Boa 1000, Ann Atcor, M chgan 48106 2 April 1980 Dr. !!. T. Davisson 14 Lake Park Road Chanpaign,'IL 61820
SUBJECT:
liidland Units 1 & 2 Service Water Pump Structure
Dear Tom:
As per our discussion on !! arch 31, 1980, I an forwarding the following 7' additional information concerning Spepification C-94(Q) for your review and comments..
~
Appendix A - Quality Assuranee Requirements for Q Listed Material-and Work. , Appendix B -. Concrete Specification Sincerely, 1 ' L/ S. S. Afifi. Asst.' Chief Soils Evg.
,SSA/nm
. Attachments
( c, , , ,- - . - , -- - ~ - - F -
. M. T. DAVISSON
( FOUNDATION ENGINEER Reply to: 2217 Civil Engineering Building 14 Lake Park Road Urbene, Illinois 61801 Gampaign, Illinois 61820 Area 217: 333-2544 Area 217:3 9-52 M 15 April 1980 i Dr. S.S. Afifi i Bechtel P.O. Box 1000 Ann Arbor, Michigan 40106 Re: Midland - Pile Specification Service Water Pump Structure
Dear Sherif:
(* - I have your letter of 2 April 1980 enclosing Appendix B - Concrete Specification. Please note that we cannot reas-onably meet Section 11.5 (limit of 6 f t drop) and Section 11.6 j (vibration). This should be clarified. 1 1 I Yours very truly, e M.T. Davisson 1 MTD:lal ]
. j
. ; 1 1
4
+
a
~'.
i 1
RICHARD D. WOODS Protesmuonal Entonce r 700 MT. PLE AS ANT
,- ANN A RBOR. MICMtG AN f A0103 313-169- 4352 February 29, 1980 Dr. S.S. Afifi Bechtel Incorporated
- P.O. Box 1000 o Ann Arbor, MI 48105 t
4
Dear Sherif,
i Enclosed are five copies of my. report.on vibratory, i settlement of the Diesel-Generator Pedestals at the Midland Power Plant of the Consumer's Power Company. If you have any questions about this report, please contact me. Sincerely, Richard D. Woods, Ph.D., P.E. A 5 enc 1. 9 1 i' Y I' _ - ._ . .,
- -9 CATION EXCHANGE CAPACITY OF SOIL SAMPLES - MIDLAND
. NUCLEAR PROJECT 4
Report prepared for:
- Goldberg, Zoino, Dunnicliff t, Associates t
By: i' ('.'
! Donald H. Gray
- Professor of Civil Engineering 13 NovemLer.1978 Ann Arbor, Michigan-
' Y.
.e m f^
^
a .
CATION EXCHANGE CAPACITY OF SOIL I-SAMPLES - MIDLAND NUCLSAR PROJECT
SUMMARY
Cation exchange capacity was measured on 6 jar samples
' submitted for testing. The water content, . percentage of fines (minus f200 sieve fraction), and pH were determined as well.
i: The soil tested was a grey silty clay with varying amounts of fine to coarse sand. Slightly more than half of the soil (53 to 58 % by wt. ) consisted of fines (minus #200 sieve). The amount of clay in this fraction is unknown, but in any case is not likely to be the major constituent of the soil. The cation exchange capacities of the soil samples were uniformly lows ranging from 2.0 to 2.6 milliequivalents per
, 100 gms of dry soil. The pH of the soil samples from shallower
/
- 1. - depths ranged from 7.9 to 8.2, whereas the pH of the deeper depth interval (12.5 to 14.0 feet) was 10.0.
The relatively low exchange capacity of the soil is pro-bably the result of both low clay content and/or presence of clay minerals with' low exchange capacities, e.g., kaolinite.
- A clay mineralogy and clay content determination would be re-I
. qui' red to corroborate this' prediction.
]
l INTRODUCTION
. Cation exchange capacity (c.e.c. ) was determined on the whole soil fraction of samples'_from depths of 1 to 14 feet.
One ' sample _ (#270) was simply identified as a block sample. The samples were disturbed and furnished f.or testing in glass
;g jars.
4-4
- 'L -
e ;. - --
A 7.w2- m.
' Cation' exchange L capacity. was ' determined by procedures
~
l j]
^
fully described in the Quality-Assurance Manual previously - '- submitted'to'~-Bechtel Power Corporation (dated February '24, '~ 1977).- A summary of'the test procedure is' included in the-Appendix to;this' report._ Basically exchange capacity was determined-by conductometric titration ~in which a barium-I
' saturated soil.is_. titrated _against a standarized solution of
- i. 0.2 N magnesium. sulphate._'The-end' point of the exchaage
- creaction . (or. titration) is~ indicated by a sudden increase in
' conductance of the soil suspension. A specimen conductometric
.. titration curve is shown plotted in-Figure 1.
- pH of the soil samples was determined using a hydrogen E electrode.in soil suspensions mixed to a 5
- 1 dilution ratio with distilled water. The percentage of fines was determined
- i l ,
by wet' sieving weighed samples through a #200 sieve. ' i 1
- RESULTS The test results are summarized'in Table'l. Water' con-tent, percent fines, pH,.and cation exchange capacity are 3:
tabulated ' for each' of ~the six samples submitted for analysis.
.All samples had. uniformly' low ex' change capacities ranging-
~from'2.0fto 2.6 milliequivalents per 100_gms. of dry soil.
.The pH in:the' shallower _ samples ranged from 7.9 to'8.2, wh'ereas the pH'of-the deepest; sample (12.5 to 14.0 feet) was 10.0.
~
i
~
This deeper sample ~also had a higher water; content, but its exchange
-capacity was the-same as:C c > the rs .
~
a All samples had.only 1 slightly more than he; ( R- 58%) .of their total dry weight'
- } ~
in fines [(Sinus #200 s eve) . t x h C
.l
,)
3-RelativelyLlow exchange' capacities-in theJsamples are pro-bablyfthe' result of both low clay contents'and/or presence _of
~
Ef ' = i ' - clay minerals with-low' exchange capacities,.e.g., kaolinite. LALclay mineralogy'and clay content determination would be re-quired to corroborate this prediction. 4 h 1 I 4 4 k I= f m 1 4
?
l l l l r 1-
.e- :]
' m 4 s" ' "
i m e , , ,
A. 1- M re f'
-X C 2
- TABLE 1 -
SUMMARY
OF TEST RESULTS -. MIDLAND i f. NUCLEAR PROJECT,:-BORING NO. D6-23
~
- Sample' ~ Depth Water Fines pH Cation Exchange Number Interval Content. . Capacity-ft -%~ , % 'meq/100 gms soil-270. -(Block Sample) 8.8. 55.4 7.9 2.f
;611 1.0-2.6 8.6' 57.7 8.0 2.4 612 :~ 2.5-3.0. 10.0 54.2 8.0 2.5 618 1.0-1.7 9.6 57.9 82 . 2. 5 620- 4.0-5.5 9.4 ~52.5 8.1 2.0 621' 12.5-14.0' 16.6 55.4 10.1 2.5 4
s + ! l I 4
'u i
it' 4 y 4-- t . "
a
* ---+ N g g_
e-t-- -l-
- _ . _ _ _ . _ . g_,_ 4- _ , . _
P_- --- :g= w m~.' U. - -"*- J =_ ._%
'~
b . _ . .
~~b
-._. 6.- . ._ j-
. (' . ,( \g i:_ --
~ . .:
__ ._.__.__ ~
. _ __g_ _
.= _
s.__ _ =---- m- -- _- _ :-.
--r- . . . .
_s==-
==-*-
g - ( [--
=
w_= a.~ -wa w dLE -s. p Q n
=--+- _
N E -3_=w T= = __ v
~
~;
----- U .. __--
- ==?* 3-N k :
Y ,
}
en 2--'s_^ t a_ - - " - - t:
;- 7
[l. M 3.. J
~L3 .. =4-3
.g O 4 0 -
~~W v -
a M.
.+-. .
-*7.
s
-)-
q
-~ ' '
_'. - T- - :
._W_f.
- -- g i w
O
; ._ ;,,y .-~ _
- 4. "=- = j_
- ii.
e
+--- ====
2- - .%_ . :E==c:==# -.y 9
- _ _ _ _ _ : n - + --
; -Q_ - . = . ..
_,_-.-- r = 4 _ - . 6_ a _ ._..%. _ . . . .._i _ _ . . _ _ . , _ . ., l {' 3. W
+. - .
m: _ n.p. _ g-g- U
- - m-
..g..
2
.6._...
--- ya_ r-N
=. n . _ _
g .:: : 9.ng: 4
--3.. -
" 4 : =N-
- _ EE m _,_ _.xg(_ '==
M
$g :M __ ___h-
%-. g y=3_N_g:
--iv 0.
=_
1
- 4 :N. _
w --- ' _ ---+-9---
%--- - -- .__: (y:
- g. i
- rq; 4,=
- .~
=
p- _ -_, s . z _
--e
- g . . - -
q= . _ _ y _.__ e 1_l -* % e-* rg % tQ . --
- - .m _.;. N. - .__(=. 2-(
Q_p Aw :_g--C_ _ _+w
=:r= _ _'(_
_ .: =9 3 c N - b_ - E~ 4 J: .: : _ ; ._ .. _4 _ . . _ . .'; _ _ _ _- _- Q
' P - - - _ _ _ N---
_ _=.__ly__ _ _%
"'h:=q _.. ~._n -*
J dd. __%;. - _ =83E:541 -'--- _ d._. :E - I, i_ .. : __ t_,_ .= i M,____dj cg-- y= ,_ ___.Qi._= $ -E--6_m____ . - *-~~-*4 . _ . ,_.. i. 4': _ - v=
..__ . . , _ _ __ _. ___ g_ b..
_ _ e.._ . _ _ . _ w_ _.3.._.. __. . = . _ . __
. r _ _- =_Mg . . . . _ -
_.g_._._ _ . , . . _ -. = . . = = = . . .=.. ... _----_ _w _ _c-
- 7. . ._g _ ,_- .
._.5_ _.
,3
-'*~_i----
- - - - * - " = = .==.=;--a=- 57=f5%= .. '='y=-k =_
.g --- .
- - _.===}___' - - - - - -
- . .a. _;-
.s :t. :rr. =_EE :=.__=. :.-=_=-:e ==r . - _ _--- . _-. .= _
--- ys. .
_ _ L=- __.j,_5_;._..L..._.4____._._j=g-iEy:FM .=:n. : p+j= .:~f_;. . = . .,_.__ __QG f=_ ==E'
- .-:---- . - :c_ ._.__=:= -
----------r
. =. :
___.: _ _4 _,=f--.. . . , .:
= -.E:=:;:;.=:=. ._
;L_
_,- p= : ---
=_:-t=.iEr:=:= . 1:.::==4==.
- :_-- J g::.,=--.=:i-- =
. - p- _
_ _ 2I __-_, _=.: _ , ._ _. : __j p . 2.._./:_ == .: _=_. i . _r . p ___4g u== ._;___
= -2== 1_ .___ - 1 -. t
-------".-=.r=...-
1 . . . _._ _. . . . t .h ___ .
. O. _4_ _ .w==g , ==l =
.:=-____-_O..._____=..=_,=._=_..=...=..._=._....___......._.....-_.._.=g;.:
- O. ., =. .~.r _=.__: o ._._ . ._. ._.____ .o _=. r= -..=._ro. .. .. . ... =..:
.O. =.:-_._.___ . _ . . . =_ . ..
- _.g: .... .. .. .--
m~- D. : =__ D. . . ,_ . . .g .- 4 -
- T
_ g =.,.== =,. . du..~.,.-~., ~;. : Q . c=. =. . .. .- Y_ , ,. .'
; _==__ s.
g ,, .,.:.2_ ..__: . . .O . .EEI:El: , _ ,, g=,
.. .__-s.... . , . , , ., ,
; :=__ __ .- _ a.__ _ ,. _.: +._ . _ _ . = h .,=.=.;.n_. .. -..'r =. . =. :. . =_. . .=_ . =_=. .[=a. =g,.g [. :. j =. ; =_=.:_=.4;. .=m_...
t _ .. . r .. _ __ .=4_ _._=g_____- q
> i" ~=g 5 = Q Q H W_.. - P~d_........._......._.._......._._...r=_........_O/_SN3dS0_Sa= Ro?E=DNW.LDHC.Na3. ._____._..,.. __. _M
=.;; :==:.;;- _-- -- r. .==._,__ r - - - - . , _ =;=. .= .== g - - == ====a_ =-- :-- _;,g ; :w, ;:..i_ - --- _ = = = === :=_c5 _a,
, y --- :- -- -* ,;, --
- , a . .r: . _ .--_=
- :_ - , ._.._y_.p__.3 =. .=.- .r..
. . - . . .=..= . -.=." ..f. =...=. g :. . _ = =h- n : . . .r ._. _.t.=._. .. .4. 4. =.:_- ,F= =. :=._=.-.p_.__._._.___.c=____.,.._._.__.__]
.D l se s .we 51 a
L. _ W
. =.
s
.;f , '.
~
APPEMDI A
' QUALITY ASSURANCE PROGRAM.
TOR' CATION EXCHANGE' CAPACITY TESTS Soil Mechanics Laboratory
- Department of Civil-Engineering.
University.of Michigan l l l l 1
-i i '.
.i l
I I
.1
.I
~
. QUALITY' ASSURANCE: PROGRAM FOR CATION EXCHANGE TESTS c ? g '- :I. GENERAL' 4
.This-document describes a quality assurance-program for the
; determination of cation exchange capacity !in soils by:conducto-
- metric titration.
, Procedures for training, supervision, record keeping, and
. instrument calibration are described. ' Test methods are outlined
~
i-
+
as.well as procedures to insure that chemical solutions used in l the tests-are of correct strength and' composition. II. -ORGANIZATION 4 Tests.will.be performed by a qualified, graduate student [ in the Department ~of Civil' Engineering who has had previous ex-j perience in a soilsLtesting laboratory.: This person also will have taken an advanced, graduate level course in.physico-chemical-properties of soils. 2 F Tests will be supervised and calculations checked by,Dr. Donald'H.. Gray, Professor of Civil Engineering, The University \v of Hichigan. Dr. Gray's specialty or~ expertise lies in the area of physico-chemical-properties.and testing of soils. He is also
, in charge of the physico-chemical soil. testing laboratory,'F.oom.
2350, GGBL,~ North Campus,!where the' tests will be~ conducted, e
-III. - TEST: PROCEDURE i' ; . A. Basis or Theory of Test-
. There are a numb'er of methods (l) for determining the cation
" I1)See/for: example'" Methods'of So'il Analysis - Part 1," C. A.
Black' (Ed. ) , American ' Society of Agronomy,1 Serial No. 9, c -(1965).- 2 . i b
exchange capacity of soils. All methods: basically consist of saut; eg the cation exchange' sites with a particular cation-
' ( ^ 's T
.( (e . g . , Ba++ , Ca++ , . Na+ , or4 NH + ) , displacing this particular cation with another cation, and measuring the amount of the dis-placed cation in the leachate.
The conductometric titration method offers the advantage
-of reliability.and relative simplicity,. The chemical reaction
-utilized is that between.a barium saturated soil'and a stan-i dardized sulfate titrating solution such as magnesium sulfate.
.Ba-Soil + Mg++ + SO4 " ; BaSO4 + Mg Soil Before the equivalence point, the conductance remains com-J j paratively constant as the magnesium sulfate reacts to form in--
1 soluble barium sulfate and magnesium soil. When all of.the i' barium saturated soil has been titrated, the conductance of the suspension increases sharply as increments of the magnesium sul-fate solution are added. The equivalence point of the reaction is obtained by plotting the: data graphically, drawing in the ) .two l'inear portions of the conductance curve, and taking the point of intersection as the equivalence point.
. Conductometric titration eliminates many of the errors and difficulties associated with analytical determination of the displaced cation.1 'The purpose of the conductance readings is 4
simply to locate the equivalence point, not to ascertain the i absolute conductivity of the' suspension and titrating solution. B .' Test Method
-The theory and-test procedure for conductometric titration t.
L .
.. . ~~
r P forc eation . exchange - capacity are1 described in. the ~ following re-
- c f erence : -
k? ~Mortland, M. M. and'Mellor, J..L. (1954), " Conductometric
. Titration of Soilsffor Cation-Exchange capacity," Soil Science Society of American Proceedings, Vol. 19, pp. 363-364.
[ The same step-by-step-test procedure as described-in *he proceeding' reference isLadopted?herein, viz.,
- 1. Secure aL4 to_10-gram sample (dry . weight basis) of soil.
i-Do not dry. soil' the soil; determine exact dry weight t afterwards or calculate-water content from adjacent sam-ple and compute dry weight.. Use higher sample weight -
'(10 gms) for coarser textured or low plasticity soils.
- 2. Disaggregate the sample.in distilled water (use a 5:1
- distilled water to solids ratio). Measure the pH of the soil suspension with a. glass hydrogen electrode and ,
pH' meter. {
- 3. Transfer the soil suspension into a 7-cm diameter Buchner i l
funnel-mounted'in'a glass filtering flask. Use No. 40' l or 42 Whatman filter paper'and pre-wet the paper before r transferring the suspension into the funnel.
- 4. Leach the sample with 150 ml. of a 1 Normal barium
~1
_ chloride solution over a period of approximately 4. hours. ALKALINE SOILS: Use normal, unbuffered solution of barium chloride. ACID SOILS: Use a normal ~ solution of barium chloride buffered to pH 8.1 with triethanolamine. Further leach with 100 ml. of a normal, unbuffered barium chloride solution.
- 5. Wash-the-sample (still in the Buchner funnel) free of' l chloride with distilled water as indicated by a silver nitrate test on the leachate.
l
- 6. Transfer the sample.from the' funnel to a 400 ml.. titrating i beaker-and ethyl alcohol.:
add 100~ml. of distilled water and 50.ml. of I H I
- 7. Titratejthe soil-water-alcohol suspension with a 0.2 Normal magnesium sulfate solution. The suspension'should
!be- well stirred with a- magnetic stirrer (w/ remote rheostat)- when the titrating solution His added.
LI'
. ~. _. ~ _ _ _ ._ ._ _ . . _ _ _
.. w : , .s .
- 8. . . Measure the conductance of.the suspension with each added increment of the titrating solution. Use 1-ml. increments initially and make sure the conductance-has reached an
'I equilibrium value before adding the next increment. Equi-
.i librium will be sicw near the end point.
19 ; _Theendpodnt-ofthetktrationisobtainedfromtheinter-section of the two -straight lines (in a plot of conduc-tance vs. milli liters of._0.2N titrating solution).
- 10. conductance values at the.very beginning of-the titration and near the endpoint should be neglected because they represent the effects of hydrolysis, solubility, or i ,
dissociation of the products. The more acute the angle
- between-the two linear portions of the conductance curve, the more' accurate the equivalence point,
- c. calculations The cation exchange capacity (c.e.c.) of the soil _ is found
~
from the following relationship:
~
c.e.c. = 0.2 VE I 7 I s where c.e.c. = cation exchange capacity, milli equivalents /100 gms
<r- dry'so' lid.
[ V = " equivalence" volume of 0.2N magnesium sulfate E solution added, ml.
. W,_ = dry weight of soil sample, gms.
p i IV. DOCUMENT CONTROL 4 Documents relating to the conduct of laboratory tests, use + of' test1 equipment (or-instrument manuals),and test results are kept in a-locked steel, filing case in Room 2330 GGBL. These ! - documents are'under the control and supervision of Protcr.;or I~ D. E H. ~ Gra'y.
. Test data and results_are recorded in a standard, labora-tory _. notebook which'is indexed-and dated.
Duplicated pages from i i . 4 n n -- - rw - .s.. s e e r- .w- --.-M,,. erw e v
t + ;the' laboratory notebook are also included;in a project file or L. Jfolder which_is kept in the locked, steel filing case noted h above. [ EV. IDENTIFICATION AND CONTROL OF MATERIALS, PARTS, ANo COMPONENTS-1- L All laboratory instruments.and equipment 1 sed in the. cation. exchange capacity test are identifi'ed by a number on a label. Lwhich is affixed to the instrument or test apparatus. . These items are then listed by number in an inventory or property book which is 'kept- (in duplicate) in' Room 2330 GGBL. The property I
-l book describesLeach instrument and lists its specifications: and i
{- capabilities.- i Chemicals used in tests are kept in a cabinet in the physico- - 3
' chemical laboratory, Room 2350 GGBL. Only reagent grade chemicals i are used. ACS chemical composition and purity are indicated by I e . .
- . the manufacturer on the container labels. Standard solutions i are made up.and kept for limited times-in polyethylene or glass 1
bottles. The name, ' and strength of..these solutions, p1us the date of preparation are indicated on a label affixed to the con-tainer. i 4 ! VI. ' TEST CONTROL i j Adequate test control is insured by careful adherence to I well established and accepted. test-procedure (see Section III). i
- Adequate test control is further insured by use or employment of appropriate and calibrated-instruments (see Sectio.7 VII),
) reagent grade chemicals,. systematic data acquisition-and record i _ keeping _(see.Section IV),;and adequate supervision and checking. g.
~
f J h a
..,.e . . _ - , - --. ~ ..gnn -
,,g ag.ee, ,v -w, p . ,q-e v - - - -
l
, All these control procedures are detailed in1other sections of this document as noted above. i T[ j -
VII. CONTROL OF MEASURING AND TEST EQUIPMENT 4 Requirements for instrument calibration and standardization differ considerably among.the various test instruments used in a cation exchange capacity determination by conductometric titra-
, tion. .The!following test instruments are employed:
, 1. Analytical balance, Mettler Model K-77
- 2. pH meter, Corning Model 10 3 .~- Conductivity bridge, Serfass Model RCM 15B1
- 4. . Platinum' electrodes, Thomas Mo. 4859-D50. j Of these only the balance requires certification according to National Bureau.of standards on a periodic basis. Checking and certification of the analytical balance is performed every six t.
i months. Date of certification is shown on a label affixed to the balance. The pH meter and conductivity bridge are always calibrated Pnew each time before use. _The pH meter is ' calibrated using standard pH buffer solutions - (pH = 4 & 10). The~ conductivity bridge is calibrated against a standard KCL solution of known i electrical conductivity using published values in the Handbook of Physics and Chemistry. VIII. QUALITY ASSURANCE RECORDS . Records pertaining to quality assurance (e.g. , instrument repair.and maintenance, laboratory. inspection reports, labora-tory notebooks, etc.) will be kept in a steel filing cabinet in L i Room 2330 GGBL. 1 -
.k.
m m e - r- - ,-=y--g
J CATIOV ExCHAN& E CAPACITY _ , . 7. , T-Prope t- L L ,. N o . . 4 ,
. . . . _ _ . . . . . . . u
;. &. leNo.
( .Bormf M...- .De lh ,
' ' ~
a
.f.a.n. .. .}A . .
CAkb' L} . .b. /k . .. . l 3 j
.. k. m . cri, h, on.:. ,
e . .. ble .D.. es. , { _. l E._ .. .. _ .. . _ . -
'e l z
\
.! /9 . @ /0 _ , . . . , , _ . . _ _ _ , , , . . . , _ _ , . ,_. _ _
W/. . .ofjaa. . . 7ms . . . ..
^
.l '.
..J.VA.o../ n. 10.i.s/. S o M1 e .-t-JeA '
4 . ...WA of dry le +J m .. . . . . . . . . ...-- r y/w - ... ..
. W.o . b.o... /.o'ry /. . _soi
. a.t ..(...... W , )..
. ~ :
Woler:Cehlenf (w/c. )
% .. l j . . . , .. ...,-. . . , .
- g. l 1 l V.o/ o. f 0.vv Af SO ' N' =
i f (4cc.) -
~'
C an o W ance .. . . . . . ... .. . . ... .
.(mhos) .
h (.
. ,3
* .. .
- e e g y . .
- k L~ mua/cacc%/ (Ve}-
7 cc c.e.c.= 0 We feo w;) nie.e
, tootfins j .
e c w , , . . - . ,
r
.__,__.2=--4__ -i_- "~;.===' '.._. _
4- _r 3
. -._. .4____. -- ---_ _ -N
~ -- h
. . _ -_ ___r. _ _ __ ';,
- (, _ __n_
__ , . - -. : - -- .e-
,1 I-.m..___-
=
..p
~~ .
=_-
_ . .c =:==
, _p ~--
*".~ __ a
(
~' _ -- -
t-
- '- _ . - .- 1, <2
- = ._ u
~ N- - :-- .-
. _._, _,%q;)
~.s._ .
,__;~- . _5 - . ; 2.=- .
=,
.__-.~.t= ,n.
= = = ." .
4 _----V.
'33 [O:---QIhlD---!
1 N-co tg l 2-T:2.1 Q s in __ _ _lb. _t$. I o _-- uu:e. T -+
=n m -
w} 3 m K
--[5, == _ -k
-=r= -
r% 4 N e di '- % h-S
.5= .--_ _ G.
(
; r 1 ,_
( ~___ __ _J_ _ . ,
._ w
====; N:i 3
t'~2 : ^ :i-Q c g _ _ _ _N_ b
= sj-&g~ &f h ~
' = ~
- l. .c at
- W, _%_ q~' _.
-W ' . -
(3._ D_N:=- H t -, 3
- i. g
~--1. ' ' ' ' * ~ ~
-
- 2: ::N -
x- %.__. s-.
- . 1 ---. _ _ _ _ t
, i _ :- 2:
----g -
![ SE 5
F" N-+- rs 4 * : _
---! - l =-_=-.N -. i
-f'=OE D%
h
~ -~
- .= e_ __ ;p __~._ __'~~~
,h 2 #
--* --- h - -
N - - --.. __.,__ _ g___ _Er _ ] N
- - -b===cr -
-.-&_.23=,,(I[
= s-gd___.h I 2,,:-
, aG s_-q 3 h ] =-+- --- _::i -
.,_,y _ -
--I"9 u
p.y ,_ _ m_ =_ m
- _a t. -;
.. . _ - _7._ dii_ - ,_
. = _.=- _.e._; ~ _ _ _ . _ _
3 , _ _ _ _ -,.-._ _ ..=.__ __.,= __ g_=>q _._ _ _- . .; . _,____ __ _ _ _ : :.--. _ _ _ _ l t-,--- . 2:- ~ .. 1 -:--_:=,Q b.. .. ,_;_ __ ,__4_.. t =:E .- En--. = =:*- F- !--- - II _- [-.=:._:{:: 300:-. -, -.::$ ~ 5E._[_:. - _
- : ----i_ . . .-j@2r
_M=E --
- t -- . - =~ ._. y-- g i. j G=2 =i'~ l =:.rd2:-.==-1. - - .2 i'".l.: =~[=n _-
~
I:5.= t ===-5:='--_{
~
.. EU ; i--- T E ~- l: _ r--_ . ~; ;
1 n=_a=:E E = i". eros;L Mo:.= =r ==v wcase o'===i1 ster =ra
;. . .:..=:=_. :: t: = _:- 2. :r-
----o : --- -- - S-- wom_ts=
- _ ' .=;.. ~ ~~~-D gw.gq-.=.. cs@1
- '; .= ==. = =.s. ._
=: : .--- - _ :: = -
. .==. -
- =_ ; - n==dQ: :-;: :- :: _a=:.
. .. : n: _.: ;- ,; .~= : _
- ._ __ ,.,E. .=._ E} . . ,._r.__:=3 f
[i'_55}Ei ._.h-5Eh{=.E__~_ (. - . . . . . . . . . . . . ik_._M - ~nEll'.~ .__~. :"5_.l555E: _ . . . $T_~5. __ _ [i5 .]....- .55:MEEEf=. ={55E_3 2 :~i:2@..i
' E'LEEI_==_EES?Db_'/5/ _
F7M__O_./.S_ _N.._3__d_S._O__S_
._...m.__.___, _.E.- 3_o15_%DN_ _V.LO&G.NQD_EEEr== _ . _ _ . .
- -- >- -- _ : _:t -
. _ - _.-_-.-g-_.-- _1.._._
_,__1__ __
.-_i'i'3;
* * .-. fry:.33532:1:t J:-.-.-
7 _ E3*7 .'~5 T35E.'EI:~-5?_ :,n r:-;;l;;;;; ;.l'i' iE:~:: ; h:: 1; - . . _ _ . . .i= :::- t - ,-- :
; = *['g::G::1- .,El D"*D "%%Y co .Mulu.1 m
=cm m oc. - coa . es wuEaom==sm- G - 321- D omaisunna
{ Y ""
- l I t Q mensmarenacesa suer neatmaa-me. l Jo87220 COPY
= a ==g.,==,g.o. ev 1. .
Categ0ry 26 0 VENDOR 4 0 aswa ano nesvaan,, come wav moremocrea L Q aswea w atomano. ona ma,ne.* Rs4Do 01 7220 FIELD 'Z O em,3fggea2n.n. g ,o,.*,st.,,, , ,, , ' ARCll. C1V!L - I cnEEas SETNrNa'M.'$t",ws r i ELEC ( EEreYtan"o"o'Es o S *Eu Yn N sE N e Et !
'~~
comeuance suru costa.cruat anta.aviour. P/D
-3 p R15Usurf CoatLTID MECH A C E J M N P "
pgMEWEC Q C. sY' WITHIN /V/A WEIE3 y xm, n2e INSP. I f START-UP tny N 0lu d 14 M one 'lrL/10 0 + Ted, t CONSUMERS POWER COMPANY RECORD 0,. WV 3 n MS MIDLAND PLANT UNITS 1 & 2 MIDLAND, MICHIGAN SECHTEL c.o4ea ' TEST PIT 1 ) X _ ,_ ,,. - - - 1 _-=,r=n=~""'~
. -.gsna
- =~:=== - RECORD PRINT !
sueuinat. Prepared for: Bechtel Power Corporation , 777 East- Eisenhower Parkway i Ann Arbor, Michigan -. . _ , , _ . 18fhnb?ser) oindf; ,,
- MnR1s1930 j
Prepared by: ! i Goldberg, Zoino, Dunnicliff 8 Associates, Inc. '
- 30 Tower Road Newton Upper Falls, Massachusetts File No. 2190F September 1979 mm e L -
3 y\Inl = 1 gq3 1930- C.M- /04
.w . , , , -
3, ,
-CONSUMERS POWER' COMPANY MIDLAND PLANT UNITS-i & 2-I: ~..A
- MIDLAND, MICHIGAN TEST PIT NO.-l TABLEdFCONTENTS' No. ~ of Pages -
'l.0' Photographs of Test Pits 5 .
- 2. 0 -l : Laboratory. Testing Data l Summary 1 3.0 . Proctor Test Plots 19 '
4.0- Field Density Test Results 1 5.0- ' In-place Density Relationships - 1
/
6.0 Tield Density Sumary 1 i-1 4 4 c o
/f-;
-e)
- 7,,o n. K7910-21 f
., ,. ~ .. r 5, , U- -
=
a g s sn ae
'2 23*
-i 3
.7 220-C-79-10-2
J PHOTOGRAPHS OF TEST PITS f O l l 1 1 l l
. (- l 7220-C-79-10 2
, ., y- c .
tl y ,. m ,a Northwesterly view of excavation. r " ( ' vp Lu y Quey. g !.1. .- ,x a =: g y 'F, . _ > ..;' , L==";- -. ' y ':p. 4%;.+, .lN%};.% = .-3 ; . 4' -t .. ' _, ;~-
-,_e,-
p . %*A4: .
.. , .8 Tf -
.. ', h, , :, . je- , .T; e s' . pa .e: f[;A. ; *.... . _. . :Aw '.;.'. . . ~ , - . . a_ - y.
.n : . e,5 . 4 :. .: - . .
,_ ; i h' .". ; % ',f. ;.Q' ( ~ .5. . .
'~
c
' (: . .
,- y
-.;# '_ ,. f y,
# ftl 44 .1'. }
h ', .} -' *
.- .Ay [ g y- % ; :
[. , ,
}
. 1 . ,, , ' >. - -*. .
< a
~
_,_j'. .
'. = . . :
.,, ' _ l la,4. : , ;% ?
- l ?.". , . f y i ,.
'r f w ,/ "
?.. ., y ;. j, ..] . ,
g Qg .y } "(, f" '. . E;4. ;/Y, . ' 4t}!r ; t}, h.,[' - .?"f% s .y. ic ' ' y q 3;_ . Jg*> , ; : Westerly view of excavation procedures. Not.= use of a smoothed edged bucket. CON',UMERS POWER COMPANY Mir AND PLANT UNITS I & 2 MIDLAND, MICHIGAN PHOTOGRAPHS OF 9*
- D N
g . h k , L2 TEST PIT 1 D ATE JUNE l979 PHOTOGRAPHER nur REVIEWER GOLDBERG,ZOINO,0UNNICLIFF S ASSOCI ATES,lNC. FILE NO. 2190F CONSULTANTS IN GEOTECHNICAL ENGINEERING 5
2 vpom m,}:n c% y yv ~ p< ' ~ yi.:*g G.c4
- c. g,y. ~4~6 vps / l '_$3cWpBP,f %4 9 3 -7. p%, ,q j Hy #
vy.
. - 3 _ l~; ; .L %%f r b y. ;ff i
^f R
,[ i i sex [ $**yh%y' *
@p}_?W WC %'q?f' M.. . M t,. f.L
[ Y& 'gf g
^
;?;;a.,4
- a. m.5 -
1v . s ; m ~ m ;s
- y. .. .
n... m'y $. .: e w. . ; . i y --J h p '. , E
/ [ ';,,,2 f [ f; fe !.' M./. . i
[#,, 4 {
}.
..?.: .'.- 28 ~ <
g
-: : Tl .
_ J.? .
, ,, . .m _... .v..
- w.
k - J
- '. .- . .< .p p, .
. .h ,
r y .. ] x. ,- c ." v..
^ ~ ' '
?* .
.. . '? ;- *
--4., .
' 4 ! ! . ' ,, % -. . .a i
;- t, c. . -~S,3 *
,:. 2 *' f ;p$
- .,:5 g ).,1 ' . > , '
c
~
= ~ .- .
, , .. -e, .
.,9; ~ : , ' ', Q [.'d , - ..c, 3" .T, 5 - , .
?
.- . .. . . ; - . . < A f ' ' L .. l [. - . _ y . [ ' 1 , . _' Y- f ' ' i i
View of southwesterly corner. Note sand layer at bottom of excavation. (Elevation - 627 ')
. . . . ~ _ . , . , , .
l 4 y '- y ,, s -
.(c-L >' .:
'2' M@
..'-1,._
<. '4.. .. "
- .. ','k...'
& ' [ . ' .. *: ., .h4 , ./ l
.y-
;%[.,[. * -)
,; .-- _ e
< .s
~g
- ,= ys a
.? . . g . - g3. y ...
, :.~?.
-p.. s
.r .; -
9 t .
'^:'_. 4 _
'i .y % .
_...- uf.'.. 6
- y. .
- j. ; .: 6 +<
.7 . .
1
-. . . < ~ Field Density Test #7 l
. approximate elevation -
. )..".4 A
- 627'. l
,L, View of sand cone l
- a [' . - .
.~ j .' density test in progress.
6; . . y . ;., g -J. Material type - clayey h ,f . ' i .' ': . I sand (SC) .
, MO . ; . . ,, ( '. # A
'a~.-
7 y, .. , . s A y -
,z .
[ _ . ;; { _; .p - \ "
,p e
.f j
+3*. ': - c '
t$ CONSUMERS POWER COMPANY 3" ' M10 LAND PLANT UNITS I & 2
, s... .. ., .. ,] ..' MIDLAND, MICHIGAN
- g. 9 - c
.? PHOTOGRAPHS OF
- f,:'D . ' R f f '.: ~.ji, p g '
TEST PITS
,g .,.. -4
'y' .. gs ,w, W .s. _q/67.. xit< TEST PIT ,
D ATE JUNE I979 r
. .- S ;3 .. ...-
+ '
. 0-
.cFr. THOTOGRAPHER rec i REVIEWER GOLDBERG,ZOINO,0UNNICLIFF 8 ASSOCIATES,lNC.
CONSULTANTS IN GEOT ENGINEERING FILE NO. 2190Fe o I" . u 0 9 mok _ 1 A _= 7220 C-7910-2
i I I its 58 %. h ' W" ,'
, l
-f
'[ V 5 c
Ba ~ p i
# p(A9 L il
'f .% \
,3'ii:DJi wepa Esb>y:-
w ~, . vp - Wll'?- L W
. m.$ -
Field Density Test #8. Approximate elevation - 627'. Material is a brown fine-coarse sand (SP). Note water infiltrating test hole. CONSUMERS POWER COMPANY M10 LAND PLANT UNITS I a 2 MIDLAND, MICHIGAN PHOTOGRAPHS OF TEST PITS TEST PIT i O ATE JUNE l979 PHOTOGRAPHER DWc REVIEWER GOLOSERG,ZOINO,0UNNICLIFF S ASSOCIATES,1NC. FILE NO. 2190F CONS LJg g IN faK Egh 1:NGINEERING D D 72?O-('-79 10 2 7 ooko 1. o
i (* . .
.N .
; ;. y 3 wgan a l ^
_3, e ggJ
? "?S . :
,.f 'f'- . . 5;.MM l pgf, .
% , ^ .g "'- _
f;rG[gf - ?Af.. j, : ' ' de ?: - p$,.. -
..[..
[ 7 i ;.* .n y- - '
"[. '-ny' N;,.,4 * * ' '..:+.
e . A
': 24 !
, ;,7 ,,. .
~
^
I<t ... . I _. . ;$"q , l .'h y __
<3 .: - .
- v. ;4 .a
;. x_,... . n. y . , qyw :
._ , ^ ._ ..
,* __ +
":rL;Fl- R m _
<4 W ~ g, . , &.
- r. , .
. , , - y_-
, -- $. ( t 2- s- . .
. ' ~, : ~. _;3 . ; _ J L. e t;* ' 7
. *4 ' t-f
- Excavation of south wall. Note 2' sand layer at approxi-ciate elevation of 627 ' .
.; ..; ., 'n -
4,2n$y
?
'-w
' ' . .. . Wf
...s..> $, . s, . e,-
4
- r+ :. - -
.-,c,,... . ,N,...y .
It './ 2 t. . i g Pg : - .- f,, yW-,.
..c.p. . ,., '<, '*- '.M / ge..tM ,e y.py.sp:; ' WG
- -3 4 w q ,,;
- .? : :
.,,i e ~
,n^
p ., . . n . . :. .
! 4. n ;. 9, y :g: .. .. .,
,e #~ h..
.. i ; 8 a-
. - ..;,%%: . .g
,, . L'y.
.3;y f.:
" ; - c ..,--
( ? .. .,
- y - : .
.y< s u
- q. ; p
- 7+
.. c . ..-
, .: Q ,
- ,(
,w k -' - ;, ;
7 _ 4, a ,
- +. . -
~ ' '~
4 ',
'h a ;
+ ;; 'L,...
. c .. ., t T - N -- g g , [.,
~;A_
.; i ' - -
^
l 8 ,2
,.\ 's
[.q '. .l..,,.,',
- - c[ ;- . - -
. .- . ? . ' ' . . . . _
. - . . . . . . . . . .. u 2
Excavation proceeding to elevation 623_+. 1 CONSUMERS POWER COMPANY MIOLAND PLANT UN!1S I S 2 M10 L AN D, MICHIG AN PHOTOGRAPHS OF TEST PITS mm a 9 l D D , TEST P!T 1 D ATE JUNE l979 eo o j ,( 3 PHOTOGRAPHER me i REVIEWER GCLDBERG,ZOINO,DUNNICLIFF S ASSOCIATES,1NC. FILE NO. 2190F l CONSULTANTS IN GEOTECHNICAL ENGINEERING 8 L- - - 'awa C 29-10-2
- f. '
g ;, -
%., Ts.g.
- 3;.g 'ui
't - Qy c. .y: pe ' ', - -t
;.,i f , '
\ ..
. %. - , A, .,.;
. y*-.. .,. s. .,.;;s-.%p.-
5
. . t g$ g, p,f
?.:
. s , . ,4,,, . - x ..
iy Y N. h,
. .. :. qv .Q -[ +"W ** ',fg -; ;p.:- ' n-_ , ,g, . " ,
..e. . g. 3. . , -
,; . y , ; :.c g ,4.-
..,. * .3 . 7,
;J - R %4 ( ( ,_ ;g n .- p f ; ,4 g .ie d d . M c i*.
.. 'E .
se - j . ty
. .l- _
-- ' ..a
.. ;W . .y p .
4 i. ,; A, _ - . + ,.
- 3. 3
~
,t.
s.
,y - .r 4 c.
c
- . .;x 7-
- .. p , 4m C':'. .@ .t4 ,hg, e .. ,
. . ....A J. , .g .~, ap. - .3 c . 7
. ,y.. / w
%r.A{
9, . ' . .. A L .l,,'.,--; q%* l~ [s.p [K. ;..d. lq f_ ;[ g* y,
.i r. : c ;-[, a 9 a ;3 ]_
.}
h_ g., i fj.j? hM* f;4C '[,l ," %., '%$b f Field Density test about to be performed at bottom of excavation. Note tarp to cover test pit in case of inclement weather. N - s w. ,., %. 3. ,
.w , . -A. m. - ~--
.,g --
%<!f j ,.. ; }. _[ w4,. _
'~'
a. 4 g y~g. mp gy m
, ,f _ . .
4.p < .
/, da : ..[ ' jd ..g
. , [ y7
,. % .9 0 .? View of southeasterly h ."7;y$'y~
. .. m.
e 3' Y
'w ' [.. s ..yL.y,~ ,:. .d corner. Note borated g ' q. ,' ..
K watertank on left and 2'
..m cn" . ; .', sand layer on right, g.j'w4.,, _.
+ .. . gf '.f . t- [.3,
-- e g
;4; At elevation 627'.
.1 -
., . L, v* ' . : ,.p. ..
$s
. . :+ -
g .g J * - I J,
.. o. .
,3 .
4 '..t
._ L . .t;4Q_ . r
_ . ;.. g.wa l . . . - . ..
- p. ~
- .- d. <
l 9.[,,7 .
- m. _,
y ., , w
,, .. , n 1# ., 4 , . '-
~-y',. .
g.s+.- ., Zr- CONSUMERS POWER COMPANY
# v, MlOLAND PLANT UNITS I & 2 8"# . + s. .v ..
l, ' %i.* ?L .. MIDLAND, MICHIGAN
- :+ -
7 - ,F PHOTOGRAPHS OF I - -
. .. 7,-.. . 5'; .
TEST PITS
. . ~ % ~. > .
'.'. .; _ .g .'~ _. . .
- o. .. .
s.;
. j ,
TEST PIT 1 OATE JUNE l979 PHOTOGRAPHER nur REVIEWER GOLDBERG,ZrflNO,0UNNICLIFF & ASSOCIATES,1NC. FILE NO. 2190F CONSULTA 4 hhk 09 I!QL IhEERING
,J o s J. .t Irb .-
7220-C-79-10-2
-m -
ti ." F# RE L >* j 1 16
~'
7220-C-79-10 2'
e M 9 LABORATORY TESTING DATA
SUMMARY
s I i I l 94 g ( ' '1 1~ 7220-C-79-10 2
~
l
m l - CONSUMERS POWER COMPANY <
' MIDLAND PLANT UNITS l.8 2 Ruiewed by 'Gr MIDLAND, MICHIGAN LABORATORY TESTING DATA'
SUMMARY
'4 ' N
Date nProject No. 2190F- Project Engr. D.W.C. Assigned By J.Wanzeck Date: Assigned Required ho z r- e .. Oo
*z IDENTIFIC ATION TESTS conspectum Laborofory Log
~
Con nt 00 '. 2 Soit Description
- g g. .
g f '-
. . 3h gg
_ta
- t- z az ag . og og 4 bo '
%J~9 N TPl. SI- l' 10.1 24 11 63 25 $ Bechtel tiodified Proctor
- 134, sj Lt. awn Sandy CLAY (CL) 2 ASTM D1557-70 Methc d D** .0 S2- 2 9.1 23 '12 56 18 Bechtel Modified Proctor
- Brown Sandy CLAY (CL)'
.O$ ASTM D1557-70 Method D** M I Bechtel Modified Proctor
- l Brown Sandy Clay (CL)
$h S3 3 9.4 26 13 58 21 FD5 Jhh S4~ 4 9.0 23 12 , 19 FD6 Bechtel Modified Proctor
- IM Brown Sandy CLAY (CL) l> SS 5 14.1 22 12 46 16 FD7 Bechtel !!odified Proctor
- Brown Claycy SAND (SC) m$
20 S6 6 13.5 2 2.68 FD8 Bechtel flodifled Proctor
- k ![(
99 S7 7 11.1 2 2.69 FD9 Bechtel Modified Proctor
- Ik - $ "gg ne to coarse --
S8 8 '10.4 19 11 54 18 FD10 Bechtel Itodified Proctor
- h Brown Sandy CLAY (CL)
$ S9 9 11.5 21 12 64 20 FD1] Bechtel Modified Proctor
- Brown Sandy CLAY (CL)
I Brown Sandy CLAY (CL)
- . S10 10 14.5 24 12 66 22 FD12 Bechtel Itodified Proctor
- S11 11 10.5 21 12 40 12 FD13 Bechtel ifodified Proctor
- M I Brown Clayey SAND (SC)
.H' S12 12 11.0 20 12 52 17 FD14 Bechtel Modified Proctor
- IMk"T Brown Sandy CLAY (CL)
S13 13 10.6 20 12 53 18 FD15 Bechtel Modified Proctor
- Crey-brown Sandy CLAY (CL)
S14 14 11.6 .12 15 FD16 Bechtel tiodified Proctor
- Brown Sandy CLAY (CL) m$ 21 51 12.0 20 FD17 Bechtel !!odified Proctor
- 132, g.T gI e SETfCblH.)
mh S15 15 13 54 16 . yk S16 16. -- 21 11 56 20 FD18 Bechtel !!odified Proctor
- IM BrownSandyCLAY(CL[
hk . m r-S17 17' 8.9 18 11 50 15 FD19 Bechtel Modified _ Proctor
- 7.5 b( tt 2>
D .
-1 m
'tn
.-4 (n
- 20,000 ft-lbs energy
- u. er ann r, n . . . .
p.,- ,- 8 Is f">-
/
dT
'O na TC r"
I L.> 7220-C 79-10-2 t L
e h PROCTOR TEST PLOTS 4 7220-C 79-10-2
.a
{ GRAIN SIZE DISTRIBUTION u.s.stanoano sirvt size a sw see se se es - seo a wo e eso 30 mo ao no ao 40 me reo LH ' _ _I h i i
'O h-hY' i i
$4-j
! f i
h{ 80 l . is A i li i i ; E
; A i l' 70 El i i sl i 4 i
- i X 'i
;g! i !ii ; ii *
.i 8 >
.N'us
- m. '
; E . s
- 80 , i! e
;C-e i i. ; 1 i 1; ; ; p N so 5! '
git I
!E !.
i i b
! l e
e h 1 i
,g H i 8 i ' !. .E '
i ! I ? I L
,T ; i i i t! '
e I.' .
- i e i;; eN f.
so - bh ! - 2a T ; , ,
' H h ii l ;. i !; 'l ' ' ,%
! i i ! i '
, l 1 I i
, i G4a:N,sil,E tas Mi iMer As I g,f j ,
foco soo ao i.o 0.1 0.08 o.cos a cosetts
- c,,,, ,,,, c,,, , , y , , ,, l ,m, stLt on cLar
, usiirito soit cuassirication sysrtM d COMPACTION i ~ SolL PROPERTIES ' 14 0 SOIL DESCRIPTION: BROWN SANDY CLAY (CL) INITIAL WATER DRY UNIT CONTENT h % WEIGHT 136 LiouiD PLASTIC SPECIFIC l LIMIT 2 4 */o LIMIT ll GRAVITY l
-a m'
N -
. ~
~I COMPACTION METHOD I 0
h . ASTM TEST 01557-70 METHOD D 128 - AASHO TEST METHOD E
" \b MOLD HEIGHT 4.59 MOLD DIA. 6,00.
NO. LAYERS 5 SLOWS / LAYER _ 56' HAMMER WT. 10 ins Drop HEioHT 18 ior=rirication. M C I,1 0 "'""" w .*4 8.01 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND M w
- v. ' ,sru. co a.o r
' COMPACTION ICHIGANGRADATIO g 4- -6 -8 10 12 TESTS
- k I
TEST PIT l TEST SERIES SAMPLE 1* N O. I
- FIELD DENSITY: TESTS I B 2 DEPTH .. -
D ATE MAY 1979 TECH. :td IduW
' GOLOBERG,ZOINO,DUNNICLIFF & ASSOCIATES,1NC REVIEWER ' / Eh 2" CONSULTANTS IN GEOTECHNICAL ENGINEERING /.220 C-7910-2 FILE 2190F -
., l
9 GRAIN SIZE DISTRIBUTION (~' t ' u.s.stanoano sirve size
. .., v, . . .ie eo o.=
~
f ; f
** iI it i i If N_i ? .i i
'p : : Ai i
! i.- , 9
.q po
_g- _. _
' Q.4
,yq_
3 l -.. . J . } _A
.;. 9 .g 7 1 hi '
_ d-_ . 1C '
. ,6 l i -
; i_ .if I i 1 ; ,
. , ij + i n %
p.i i>
'i i i i <e ;! . . i i, ,Y "t.;
*i f : i ii t
! E d i l l _.
.I i
Y i : ; i ; i , . . i A
's,, i . ; e i i i i'.
.Ii
- 7 ; ; ~T ! I aiN ! ;
no rb
![ !
i hi! g i , i f I' ' . 1 I I i. ll 1 1 !' I l' '[l l c'a aim, siz,e in ulkLiusThnf ! ' l l
?oolo soo so eo o.' o.oi o cos
**" sitt ca etav ca. se eiur cosassi ur oiu l ei=r umlFito SofL CtassiFicatecas systru COMPACTION i
SOIL PROPERTIES 13 6 ' SOIL DESCRIPTION: BROWN SANDY CLAY (CL) INITIAL WATER ORY UNIT CONTENT */o W EIGHT
~
132 LIQUID SPECIFIC LIMIT 24 % LIMITPL ASTICGRAVITY ll s,; I 128 j [ COMPACTION METHOD s F/ BMP* ASTM TEST METHOD _5 AASHO TEST METHOD 124 k MOLD HEIGHT 4.59 Moto oiA. 6.00 ! 7 NO. L AYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 les oROP HElcHT i8 sot =rirication B M P l.1
""*"~'**
0 "'
- u " " .%
CONSUMERS POWER COMPANY 9.5 t blDLAND PL ANT UNITS I & 2 MIDLAND M w
,, oisrt C. rc=,
COMPACTION ICHIGANGRADATION % 4 6 S 10 12 TESTS E u. [v
- BECHTEL MODIFIED PROCTOR (20,000 FT.-LBS. ENERGY)
TEST PIT SAMPLE DEPTH I I** TEST SERIES N O. I D ATE M AY l979
*
- FIELD' DENSITY TESTS I & 2 TECH. i?kW/
GOLDBERG,ZOINO,0UNNICLIFF S ASSOCIATES,1Ng, REVIEWER ' 4 F4m 1(' FILE 2190 F CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220 C 79:10-2'
GRAIN SIZE DISTRIBUTION u s.Stahoaac sirvt sitt
'** . . u. . vi . . io o no i
t4 i _ iE _ i ; ' ; I l So -
-h- ' -
y-- D" % f
--l l
** i i : i i ~ N i i * .
- i N t i ro .Ti !._U. e -,e
g -.
' _ ..h;,'
-in .
1
..,,i_.-.y
,3 ,
i
.y . . i.
, .i_L . ;r _. _ _ . . . . _ . ..
p ; T-- a i ii ; ! -
- i. ; ,v i i e64 ; 'E . s .
* + ' s
.'k .N
_ .f ..[ ...]
.o g_. - _ _ __ _..
,' [ _. . -.
..p...
.;p_j _f.. .l..
t._ ,;-
.{
- 3. _ _ . _ . _
- p. . . . . _ _ ..' ., . ,_ ,.
si. p@.- H-- r .,,1--- ' , so - '
-- - - - -1 : e ,
m' , 2o 4 -4 I l ' ,' ]f
, I ..
h '
,I [e l
. .e n i . a ,
', 'l c'n ain siz,e in udywerfens ' ) fl ; ;l fooo ioo no s.o o. o.oi o ooi
~
GnavfL SAND Coamst l Feht CoARstl MED uM l FIN E utiFIED Soit CLasSIFiCarsons Sysitu
?'
COMPACTION i SOIL PROPERTIES 14 0 SolL DESCRIPTION: BROWN SANDY CL AY (CL) INITIAL WATER DRY UNIT CONTINTX8/o W EIG HT 136 LloulD PLASTIC SPECIFIC ! p LIMIT 2 3 % LIMIT 12 GRAVITY
.- f 132 ; /
s W j COMPACTION METHoo < ASTM TEST Dl557-70 METwoo D ggg _5 \ AASHO TEST METHOD { b MOLD HEIGHT 4.59 Moto olA. 6.00 NO. LAYERS 5 BLOWS / LAYER 56 H AMMER WT. IO in, oRop HEIGHT 18 l insatiF Cario= M C 2.1 N aT u R a L W.,T.
*"iwu u n .v. R.O i CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND M j j j tu
- v. ,oisru ,e Co.,re , COMPACTION ICHIGANGRADATION g TESTS 4 6 8 10 12
-o TEST PIT I TEST SERIES l SAMPLE 2* N O. 2
- FIELD DENSITY TESTS 3 8 4 DEPTH -
DATE MAY l979 TECH. M he*4
. GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIAT S REVIEWER 9?% FILE 2190F 17 CONSULTANTS IN GEOTECHNICAL ENGINEENIN 20 C 791U-Z v
9 I GRAIN SIZE DISTRIBUTION u.S.SfaseDan0 Sityt Si!E e no emi sm a vr.is no e iso e no ao me ao no ao no no no reo i { i Li I fi l . i i i I gg ' ' l
- h. !
s
. i i , .
l ,
' t i I l i 11 hw ' I f I
'O i i , ? g .
N ! i .'i'l 70 -
, ,I
(
"O 2a .
; i
. , , n . x i. .
3; i '
' i' 6i '
l e i iM i
'0 ei i ! r 8
! fi '
h I
]i i i i e i e C
- i i i .I N I I j6ii.
.i 8 i i '
fe !! i l l i4 i~ N I 1 l. j . .
~
~
30 g, i
, , , ,, , , i, . j j ,y t t w
3 , d 20 j ; ,
, ; i , ,
i i, , 3:
, i 10 '
l j coalas Set,g see us L,iuti as ! f 000 10 0 to to Oe 0.01 0.0 01 CoaR$f FahC COAR5Ej utDI l FthE uselFIED SolL CLas$l#iCat CN Sv$f Eu i COMPACTION j SolL PROPERTIES S0IL DESCRIPTION: BROWN SANDYCLAY (CL) INITIAL WAYER DRY UNIT CONTENT g ef, wggggy 13 2 LIQUID PLASTIC SPECIFIC LIMITE% LIMIT 12 GRAVITY WW s- / \o t ./ I COMPACTION METHOD ASTM TEST BMP* METHOD E # gg4 _s AASHO TEST METHOD k MOLD HEIGHT 4.59 MOLD DI A. 6,00 NO. LAYERS 4 S LOWS /L AYER 25 HAMMER WT. 10 lbs DROP HEIOMT 18 soc =riricario e B M P 2.1 Cettuuw w .% - 9.0 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS l 8 2 MIDLAND M to
, s 0,tu.c cc,,,,,,
' COMPACTION ICHIGANGRADATION g 4 6 8 10 12 TESTS 2
( ia.
'> '
- BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES
'(20,000 FT.-LBS. ENERGY) SAMPLE 2** NO. 2
*
- FIELD-DENSITY TESTS 3 & 4 DEPTH D ATE MAY l979 TECH. da kb4k 18 GOLDBERG,ZOINO CONSULTANTS IN GEOTECHNICAL DUNNICLIFF S ASSOCIATES,1NC.220 ENGINEERING / C /wiu-eREVIEWER FILE 2190F 9 %t9
y GRAIN SIZE DISTRIBUTION i v.s.srs=0a=0 sieve si : 0c
'". . . 6
" e l
t l i
> ' m._'N_,
li i i e 8 i i a
" e i l p PN i * *
! i i
c -
;N ? i 'i i i i e: i a , -
K ! ii
;g . *
- ii ; _j ' . TN . !:
iE e ' i
" ;, o . '
i i N ih
~~I
~
i i !i '
; X l l
.i i ; i c e _i i ' i r w.J 3
'yie i ie i e l + i i ii %
** " ci .. i n iN e i; i , 5 i ; :
4 y; i : ; li i i- i' i a e i ti; A 3C ti. i .E -
! i i i i L *t A S!- T~ _i a nL_ i ' 8 e ii N a0
{ a I i lh i i
-h N-%_
; ; i I! I N-h s'n ais, siz,r in udLiutt'ensl l' { ,
i000 e00 to i0 0.8 0.De 0.00t C0445E FIN E CoaR5tl u f Di l FINE UislFIED $086 CLassiFICar Oss systEu l
- COMPACTION SOIL PROPERTIES I
13 6 SOfL DESCRIPfl0N: BROWN SANDY CLAY , (CL) INITIAL WATER DRY UNIT
- - CONTENT h % WEloHT
, 132 u GUID PLASTIC SPECIFIC 13 u MIT 2 $_ % LlulT GRAvlTY t
s-128 y ,,cr COMPACTION METHOD E r I ( BMP*'
- b. ASTM TEST METHOD AASHO TEST METHOD 124 r
-[ -
MotD HEioHT 4.59 MOLD OlA. 6.00 r NO. LAYERS 4 SLOWS / LAYER 25 12 0 HAMMER WT. 10 in DROP HEIGHT 18
#0r=riricar 0= 8 M P 3.1 opriuuw w..% 10.0 t CONSUMERS POWER COMPANY MIDLAND PLANT UNITS l 82 MIDLAND M to s '
is,o. cc, ., COMPACTION ICHIGANGRADATION g 4 6 8 10 12 TESTS E u. [
- BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 3** N O. 3 DEPTH e - . DATE MAY l979
*
- FIELD DENSITY TEST 5 - TECH. It 1 L /u lv GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER 920'k FILE 2190F 3"4'
~ CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C.7910 2
GRAIN SIZE DISTRIBUTION U.S.traNoam0 Setyt sl2E
. . 6i i i i; 3, i m'
a
, t l i N'_ l i.
, a ii
- : , , i -
. i 3
- a l , *
% ; 1 .i
! . e c x2 , s
" 1, ; ; : , . .
. s . u;.
- s- - !* i __: 2- n:
' ,' ': ,a a
- f. !! !__iH i _-t
$8 w. ,
; .c , es ,
. . . x ,
i , , , . m s. IE {, iI 8 ii 1 5 ' t l I i 'l iX
; i. t ; l' i f y i . i X.'
Oi, l i 4L 38 ' e .
; . ii , i ; !!i l N-
*4:
., T- e i li t i i
! i ii !!! A !
'" l. a i ,i ' I i II , j , i P ! \I 20 ; i , ,
g . , , . ;, ; w i e i i . ; ; I ! 't i GAal4, sl!,E IN 885 L,iWtr RS 000 #00 IO IO 0.e 0.01 0008 COARSE FINE COAR$El M E 0tu l F lee t
; u=irir0 soit cLassiricariO= systru COMPACTION Soll PROPERTIES Soll DESCRIPTION: BROWN SANDY CLAY (CL)
INITIAL WATER DRY UNIT CONTENT R % WElGHT 132 UQUID PLASTIC SPECIFIC uMai 23 % LIMIT 12 GRAVITY
=:
5 f% IE0 COMPACTION METHOD
] [ ASTM TEST BMP* METHoo 124 AASHO TEST METHOD
/ MOLD HEIGHT 4.59 MOLD DIA. 6.00 NO. LAYERS 4 SLOWS / LAYER 25 HAMMER WT. 10 inn oRoP HricHT 18 i0 ratification - B M P 4.1 CONSUMERS POWER COMPANY
'"'"""".v. 9.0 1 MIDLAND PL ANT UNITS l 82 MIDLAND M tu
- v. ' ..ro., c0 , , , ,
COMPACTION ICHIGANGRADATION g 4 6 8 10 12 TESTS E ta.
-* BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 4** N O. 4
,, FIELD DENSITY TEST 6 DEPTH - - DATE M AY l979 TECH. M b!mA GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER " Nhi" FILE 2190 F CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220.C.791@2
.x GRAIN SIZE DISTRIBUTION 1
, U.S.sraNOAA0 SIEVE SIZE t em tes 44 es va se seo e iso e esoso m3 40meao eso go no too
. .i , , . ,
, i l i k 8 e , e , i l l i i li N i l ' i 5
** t # l s il X l ' t ! t
!, i i l l X ; ? , '
0 -o x I! ,t ll 8 ' \d i
- O l
_i , g ; ; 9; e : ; l i i , %' ! .' '
'Li a e e .
\i I!!
al a i
, ' i ' I A I'I 50
'Ti e i is i e l * . i N!"
- i I i 4 fe .* l l ! I'!DL -
30 a f fi f f . i
~
~
, , , a 6 e ,'
A
- i. 20
-r ,
~~
h -- 'L ' - ' " ~ ' 'h-
--.h % r.~, . -..-v- , ,
y so ;
<-H l l i 04ain SIZE IN M LLsWirges ,
l j, 3
' ' ' ' ' ' p C '
a000 60 0 iO 8.0 00 0.01 000 CCARSE F les t COARSE l M f oru l Flat UNIFIED SofL CL ASSIFICar 0N SYSrtu COMPACTION SOIL PROPERTIES 136 SOIL DESCRIPTION: BROWN CLAYEY S AND (SC) INITIAL WATER ORY UNIT CONTENT h % WEIGHT 132 - UQUID PLASTIC SPECIFIC [ \ uMIT_2.2._% LIMIT 12 GRAVITY ka 12 8 ; ' COMPACTION METHOD
~
E [ / ASTM TEST BMP* METHOD 124 - AASHO TEST METHOD j [ McLD HEIGHT 4.59- MOLo 0 A. 6,00 d 4 NO. LAYERS BLOWS / LAYER 25 HAMMER WT. 10 lbs OROP HEIGHT IO 120
#0tariFieAriO= B M P 5.1 o'riwum w-.% 8.01 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND M tu e,o isr u., CO r,=,
COMPACTION ICHIGANGRADATION g l l 4 6 8 10 12
' TESTS E u.
- BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES
- ( 20,000 FT. - LB S. EN ERGY) SAMPLE 5** N O. 5
*
- FIELD DENSITY TEST 7
. DEPTH ,, -
D ATE M AY 1979 TECH. Kd Lindt? GOLDBERG,2OINO,00NNICLIFF S ASSOCIATES,1NC. REVIEWER M4" FILE 2190 F b l' CONSULTANTS IN GEOTECHNICAL ENGINEERIN07220-C.7910 2 e'
GRAIN SIZE DISTRIBUTION J U.S.STAN0440 SitvE SIZE a := ese 34 m V,a no e eso e eso 30 no ao eso eo no ao eso roo i , i u .
'O ~
e t l t [ i il l' ' i ' I si l . t
!( ' li C \ '
5 ? t ' I ___j
.E!- i! '
,, i ( ' * \ i,..
' i li! .-_.,
f
. . j. f . i. . _ ... . _.. . _ . ..q . '. -. . -
*0 i
gr ; n W\ p i i
~
50
, i
, H 1; ! . ,
,e i ie
~
( i . i hi i
- h# ii e ii !i i l, e ii j l _ j 'l I i
i! !> ' i ; P i ! s'
' ' 'li 30 ~ '
e
't i 20 l el i i N N i8\ i i ll' !
)l "i - ;g i , ,
g ,
,$ i gi i 4,, i j '
, , i t ii i N i !4 !
Gmain, Siz,g gas ui L,iutt'gnh g foco 30 0 so i.0 0.e 0.0t 0006 COAR$f FINE COARSE l e# E 0tu l FINE UNIFIED S0lb CL ASSIFICaft0N Sv5f EM COMPACTION l Soll PROPERTIES
%~
.+
SolL DESCRIPTION: BROWN FINE - COARSE SAND (SP) l 122 7f INITIAL WATER CONTENT l3,5 % WElGHT DRY UNIT
]
~
LIQUID PLASTlc
'k LIMIT % LIMIT SPECIFIC GRAvlTYM l
l 118 . 1
+ o 1
~Ia '
COMPACTION METHOD G ,
!!4
~[ f ASTM TEST BMP* METHOD
! AASHO TEST METHOD A
/ MOLD HEIGHT 4.59 MOLo OlA. 6.00 l IlO / NO. LAYERS 4 BLOWS / LAYER 25 MAMMER WT. IO ins DROP HEIGHT 18 i i f i0rNriricar:0N B M P 6.1 -
)
4 0"'"u" w .% 14.0 2 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND M w s 0,$ru.c c0 T,,,, COMPACTION ICHIGANGRADg ATIO TESTS o 7 9 - 11' 13 15 E b
- BECHTEL MODIFIED PROCTOR TEST PIT SAMPLE I
6** TEST SERIES 6 (20,000 FT.-LBS. ENERGY) N O. . DEPTH - DATE MAYl979 !
*
- FIELD DENSITY TEST 8 TECH. R4 MmA+.
GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1NC REVIEWER H W ~ FILE 2190F CONSULTANTS IN-GEOTECHNICAL ENGINEERING / 220 C-79-10-2
GRAIN SIZE DISTRIBUTION
*[ USSTANDARO'SIEYE SIZE
- t es w 14 as V7 m ho 4 ano o see es ano eo eso ao neo ao aeo too 90 -- - - --
l i . .
!+ 8 i ll N ' ;
- i i4 i 1l ' s \ .
' i ' 'i
#8 '
E i 8 n ; ? \ ' i ,' ! i
~
1,
; c , s x >
$j i a ep l 1
, j' i ' ' ' '
,, i E a ' i ;\ i' i g[ ! i" i \.d' I ', ' a e !i ,,] , ,,_,,.,_, ,
40 s ! ' I ' L- L f .< - SO g, T-<- T-
!" 7,-"))--. ..
a f jq . i H 20
-i "- r
;U f !~ -i -- R-. - - * - - - ----
l I i l. i e i N f I' i f' : GRath SIZE IN AdlLLitdET R$ 8000 00 0 00 8.0 0.8 0.Ol 0.0 03 COAR$f FINE COAR$fl MED u l FINE l UNIFIED S0IL CL AS$1FICafl0N SYSTEM COMPACTION
/
- SOIL PROPERTIES Soll oESCRIPTION
- BROWN FINE -
COARSE SAND (SP) 122 S INITIAL WAT DRY UNIT CONTENTj e/o W EIG HT
\s LIQUIC PLASTIC SPECIFIC LIMIT % LIMIT GRAVITYJ,,j_9 11 8 ,. g
)
i /
~I [ COMPACTION METHOD 5
!!4 ASTM TEST BMP* ' METHOD 5 d AASHO TEST METHOD E
! MOLD HEIGHT 4.59 Moto oiA. 6.00 i
11 0
/ 4 y- NO. LAYERS BLOWS / LAYER 25 g / HAMMER WT. 10 inn oROP HEIGHT 10 sor=rir,CarioN B M P 7.1 10 6 - aarunal .t.
oariuva =..v. 14.0 1 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND M tu i y. 0,$roRe CO
.N, COMPACTION ICHIGANG R AD g ATI
- 7' 9 il 13 15 TESTS- 2 ti.
i .
- BECHTEL MODIFIED PROCTOR ' TEST PIT _ i TEST SERIES l (20,000 FT.-LBS. ENERGY) SAMPLE 7** NO. 7
*
- FIELD DENSITY TEST 9 DEPTH -
DATE M AY l979 TECH. A4 klN:' ,
- GOLDBERG,ZOINO,DUNNICLIFF S ASSOCIATES,1NC. REVIEWER ' ' / % t' '
FILE 2190 F CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C-79-10-2e'
~
GRAIN SIZE DISTRIBUTION
. u.S.StaNoaRo Servt $12r
,. in.s==vt= we a =o e no no no ao =n so no no no roo
's . 1 . . m 61 ; , I
'O t
i i
~
M %-- l'l , , s , I T-( ; i ; E- ~. i ; i so .-N -' f' { ! f l ]--- - T i i ' i ll ' 4 . 1% lii
$1 ! ...i. k ...i _ 4 _ _3 ....__p _ 1 ' . _. d.. !
50 ~
$!! i i i
sc i Yd 4 , r' ilM-
. i m.
y.: .i . i e i is i e !; i e i in! N
.o , *i !
?! !
i i i li ! + l l' i ! l ii'i i iN i
; ii i * ' ' I :X l ai ' l
'"~ h !
30 ' O.t i e l ? I . i M ~~"l' ii ;
,' ! Ni i
$ i
; i i , i l i . . :
iN . i ao { l --* $ ] f h- , % 3
' i l i li I . t ll icoo soo
, c'a aim, Siz,e in ul[L,iArt' ras !
, ]' l io i.o o.i o.oi o.oos rear SLt on cLav coanSr coansrl uroiu l riar e
unsirito Solk CLaSSiriCarloss SYStru COMPACTION SolL PROPERTIES Soll DESCRIPTION: BROWN SANDY CLAY (CL) INITIAL WATER DRY UNIT CONTENT 10.4 */o WEIGHT 132 " - LIQUID PLASTIC
\\ LIMIT 19 % LIMIT ll SPECIFIC GRAVITY l
]
/
/ N COMPACTION METHOD i
^
/
Y / ASTM TEST BMP* METHOD E s c/ gg4 AASHO TEST METHOD '
,k ,
MOLD HEIGHT 4.59 MOLD DIA. 6.00 NO. LAYERS 4 BLOWS / LAYER -- 25 HAMMER WT. 10 ins o R O P H EiG HT 18 sor=riricatio= B M P 8.1
"'"*""' ~~~
oerivuu .% 8.01 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND M in
- v. uoisru.c ce re,ir
' ' ' COMPACTION ICHIGANGRADATION g 4 6 8 10 12 TESTS S ti.
I
~
- BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 8** N O. 8 i DEPTH - - - DATE MAY 1979 i
*
- FIELD DENSITY. TEST 10 TECH. t.S A r M GOLDBERG,ZOINO,DUNNICLIFF & ASSOCIATES,1NC REVIEWE' R ' 44m FILE 2190F i CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C-7.91042
-- GRAIN SIZE CISTRIBUTION f v.S.srase0440 slEvE Si2E t eas use ys os vaes no 4 aso ao seo to eso ao eso ao eso ao eso too t Ilil f%mNA ! ll i
L[id n 6 I e i i t 8 il
'O "
i T- l , a i i; 9 i ; i
'O i , i i l . ii ,
N
- li c'
i 8 .i ' C ' i N i l' i' i il a is , ' s N . ; ti
'i ,
~~ ~~"
a' '~ a w ki i i ,: i i e i, i nt i i l'i 50 y,, , c i i
,' ,' .Mi t , ; g i, , ; 9t \ g ,
i i f t ' l l ' N!' 40 " _gi : i l' i i If i _d,
,i ' -
'w , i .6 - i :!>
- iu h8 l ' ie 4 l) C I
- I 8 i i I! \
i _,.,, , iO 1 ' ' O I I ' 8000 #00 to 8.0 0.8 0.0i 0.00 s coa =se ame c0ansrl ur0 I ame 1 v=irit0 soit cuassiricar:0 systru COMPACTION SOIL PROPERTIES IO SOIL DESCRIPTION: BROWN SANDY CLAY. (CL) INITIAL WATER ORY UNIT CONTENT Ml*/o W EIG 4T 132 LiOuiD PL ASTIC SPECIFIC LIMIT 21 e/o LIMIT l2 GRAVITY . g E IO 'j O COMPACTION METHOD
'j /
[ h ASTM TEST BMP* METHOD 124 . \O AASHO TEST METHOD E f MOLD HEIGHT '4.5 9 MOLD DIA. 6.00 g NO. LAYERS 4 SLOWS / LAYER 25 HAMMER WT. 10 lbs DROP HEIGHT IO iOrarirication B M P 9.1
"""*~
' "' " u u ...% 9.5 i CONSUMERS POWER COMPANY MIDL AND PLANT UNITS I & 2 MIDLAND M w
- v. 0,sto.c e0 er COMPACTION ICHIGANGRADATION g TESTS e 4 6 8 10 12 E
' BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 9** N O. 9
*
- FIELD DENSITY TEST-Il DEPTH -
D ATE M AY 1979 TECH. > R hLJer y GOLDBERG,ZOINO,DUNNICLIFF & ASSOCIATES,1NC. REVIEWER N2'4 % FILE 2190 F d
. CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220.C.79;]Q.f
~
GRAIN SIZE DISTRIBUTION u.s.srA=0Aa0 sirve siza j e im s== vem =a e no e =o no so .o =n eo =o co =o too y it ., , , a ) 90 -- k -
'-'l '---'
00 l -
'0 g; -t ; : . > , . . x si
; i ! ii ; 1 .; i ! , '"I
- s. ; ' ' ' .
l e t , . tia . i a no w, i . ,, ; , ; . . , w ~ i wh'Ii
- i, i '
i !, ; ' ] l I s 'i ' . I N 30
,g;'
t-' r-' b""-l .-r-
! 'lN' "
, - A.. . ...r! f, .. 7*4
) i...
---f
--r -
, s ,
t --' ' ' * -' -
- i,
' - -~ ~ " ' - }q-'I 6 20 -
I ] ,' - ' ' ' -
- - '"[ k 1 ;,
]
r v < , a : , o' grass sagg ins us i r R$ g. , f000 #00 to 4.0 0.8 0.01 0.0 01 COAR$E FINE CO ARS El uto u l Fe=E 4 UNIFitD Solk CL AsstFICar:0N sysrtu 3 COMPACTION i SolL PROPERTIES 136 SOIL DESCRIPTION: BROWN 3ANDY CLAY (CL) INITI AL WATER DRY UNIT CONTENT I4.5 % WEIGHT 132 UQUID PLASTIC SPECIFIC LIMIT _24 % LIMIT 12 GRAVITY
, i 12 8 -
g COMPACTION METHOD
~i s%
/ '
ASTM TEST BMP* METHOD 12 4 . AASHO TEST METHOD
,d
[ MOLD HEIGHT 4.59 NO. LAYERS 4 MOLD DIA. 6.00 BLOWS / LAYER 25 o- b HAMMER wT. 10 in. ~oRoP HEIGHT 18 120 , 10r=rincar:0a B M P l0.1 CONSUMERS POWER COMPANY Cariuu= = .v. ' lO.O i MIDLAND PLANT UNITS I & 2 MIDLAND M w
- v. 0,sru.c e0 rs=r COMPACTION ICHIGANGRADATION g TESTS o 4 6 8 10 12 E I
- BECHTEL MODIFIED PROCTOR TEST PIT l TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 10 *
- N O. 10
*
- FIELD DENSITY TEST 12 DEPTH _- . DATE M AY IQ
_ 'T boyfe, TECH. GOLDBERG,ZOINO,DUNNICLIFF & ASSOCIATES,1NC. ' REVIEWER ' I )/i r*' FILE 2190F 2 f 5' . o CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220 C-79-10-4
1' GRAIN SIZE DISTRIBUTION u.s.stamoano servt size
- e. i= s== ve n no . mo e mo eo no.e no eo no mo no soo
'00 I i ii '1 E I , i l ; 11_
J so - 4- - N gf -- l 1---- -
=Ci "7. -~;{
,~ ~ --
*o r--h ; is s .
N'
. , , i g .
# E i i ll ' k 1 e !
j __j _--_._j _..__-.'-- 50 ' { q . Q__. g! i e i ; i j' ,
~
l \i I: I g ; ; ; e I; ' 80 ' yi g i 4 t i i ie i il l ' . ,\ it
' H . I i iN 4 s ' i I l \'ll 30
?!!
; ,i !! !
1 i A, ,
*l
!: i i i a i l ii i FN' ! i
, Ii . i i ;
i, i lh i I N, i to t
; i,, l i
79
, i
;,; 4 ,
' , i I i 1 ; i i !!! l - I %
l , l l , l c'ani=, sir,r m wiluwer'res ' Il '
~ fooo soo io to 0.0 o.ot o cot 80 *C
co ase ei.ic co as l uroiuY l nme 5 usi FIED Solk CLaSSIFICarlo8s SYSTEM COMPACTION SolL PROPERTIES I30 ' SolL DESCRIPTION: BROWN CL AYEY S AND (SC) INITIAL WATER DRY UNIT CONTENTge/o WEIGHT 132 u 0uiD . PL ASTic SPECIFIC uMIT_2L% LIMIT 12 GRAvlTY
- P i / >
~j [ CO M P ACTIO N METHOD c j
-l / h ASTid TEST BMP* METHOD 124 AAsHO TEST METHOD
-[ MOLD HEIGHT 4.59 MOLD DIA. 6 00 NO. L AYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 lbs DROP HEIGHT IO iocarirication B M P 11.1 oprivuu w .v. B.5 i CONSUMERS POWER COMPANY MlDLAND PL ANT UNITS l In 2
-MIDLAND M in v.
Istume co r i.r COMPACTION ICHIGANGRADATION g TESTS e
~4 0 8- 10 12 E
i (C-
- BECHTEL MODIFIED PROCTOR .
TEST PIT I TEST SERIES l ( 20,000 FT.- LBS. ENERGY ) SAMPLE ll** N O. 11 i
*
- FIELD DENSITY TEST 13 DEPTH _ .
D ATE M AY 1979 so L<, TECH. 27 GOLDBERG,ZOINO,0UNNICLIFF & ASSOCIATES,1NC. REVIEWER __". "' FILE 2190F CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220 C.79:10 $ ,
l l 1 1 I GRAIN SIZE DISTRIBUTION U.s stamoam0 ssEVE si2E ein tse vs = va av eso e seo e eso ao to ao eso ao eso ao no roo i , L. , . L._._i . 1, , . , I :,
'o l
i { i l i 9 Ifl C{X ! i h ij
i i i ; g H ; N o i .!'
- 7 Ti i i; e li is '
k! if J' e - '4 ; ! if i ! \i l' i
- lg!
is : ii t i ti i L _ !. 1
,i e i= l li >
l i NJ i.'! ei ; i I; ! i, i i i ik Ti i i ! in ; i e i e i ~h! N si 1 i i6 8i 4 I li i i l l 'i !M
~
[ t 30 ~
'$ ; 6 i i i .':e 6 i i i e i il l i A., e "l l . i '
'~
i il 'l l i i i ,' 80 i i , ! b
, i i 6 ;i i i : i i
- i .e i A .
i i i '
' 1 ,
I i , ; ; i ~!i i i ' l
' [,l c'n am size m udyurr's s '
'l l l Coo 80 0 io 8.0 08 0.Os 0. cot i
***'" coanse ame ' '
coanssi uro u l rms unirico soit cLassiricerio= systru ] COMPACTION t Soll PROPERTIES SOIL DESCRIPTION: BROWN SANDY CLAY (CL) INITIAL WATER DRY UNIT CONTENT R % W ElG HT 132 Llouio Plastic SPECIFIC LIMIT 20 % LIMIT 12 GRAVITY M N l I
/
/ \
h COMPACTION METHOD
\
cf K ASTM TEST BMP* METHOD gg4 ,, ! - \ AASHO TEST METHOD k MCLO HEIGHT 4.59 MOLo oiA. 6.00 NO. LAYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 ine onoPHEiGHT A sees.tericario= B M P l2.1 oarivuu w.% 8.5 CONSUMERS POWER COMPANY MIDLAND PL ANT UNITS I '& 2 MIDLAND M to
.f.
oisro.c co
.r COMPACTION ICHIGANGRADATION 'E' TESTS e 4 6- 8 10 12 E I , '
- BECHTEL MODIFIED PROCTOR TEST PIT _ l TEST SERIES '
(20,000 FT. LBS. ENERGY) SAMPLE 12** N O. 12
*
- FIELD DENSITY TEST I4 DEPTH - .
D ATE JUNE 1979 pg TECH. 4 . 0 i M-GOLDBERG,ZOINO,0UNNICLIFF 8 ASSOCIATES,lNC. REVIEWER < / /A' u . FI L E 219 0 F
. CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C-7910-2/
GRAIN SIZE DISTRIBUTION - U.S.STANQARD $1(y( $l((
)
t= ses tan se vtse no A eso so no to eso ao esoao no soo eso too n . N lil , i to
!, ,h !
k, g _l l , l f f i ll e il l \ t ! 'l l ! ' ii ! k ' N \' I . 9 ____
'C E i i i l' e e i ii N! t 's s
i i i n .
> 4 ,
- N It's T
ie i , . *NT ,!
'O '
g; e ip l ' ' l
', ; i Vi .
I i '( ' i f
' ' \ '
e' I l r, 4 tt ' i a , _l is , i
,' , te l l 8 'I ' 'I' '
*0 l"r p,.* , 'i
; i i i if Is I !
! !" l 3 A !
.I __l I
30 16i. 3
- ) e ; ' i !! p '
7 ~ ii l 1 A_ _. I "I l i 3 e e ij.C i t a 79 ii. % e Il i5 ! e II . i- i e I!!! t j l M II l ,hb I - [ !
, ; f.$ l hw g GR AIN $fZ,E IN W1 LIWET R$ g 1000 00 0 e0 1.0 08 0.01 0000 COARSE FeNE CoaR$El Ad E 0 l FINE uglFIED SotL CL ASSIFIC Afl0N SYSTEM
. COMPACTION Soll PROPERTIES 136 Soll DESCRIPTION: GREY BROWN SANDY CL AY (CL)
INITIAL WATER DRY UNIT CONTENT 10.6 */o WEIGHT 132 LlQUID PLASTIC SPECIFIC (h uMIT_2_Q_% LIMIT 12 GRAVITY J e f 128 t f ) COMPACTION METHOD E I
\
ASTM TEST BMP* METHOD j gg 5 AASHO TEST METHOD
,j MOLD HEIGHT 4.59 MOLD DIA. 6.00 l NO. LAYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 lbs DROP HEIGHT 18
#0rNnriCar:0N B M P 13.1 0"'"u w w .v. 9.01 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND M tu v.
isru.c co re , COMPACTION ICHIGANGRADATION @ 4 6 8 10 12 TESTS 2 u.
- BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 13** NO. 13 )
*
- FIELD DENSITY TEST 15 DEPTH .-
D ATE JUNE 1979 l TECH. ' '!? I d u+b " qq GOLDBERG,ZOINO,DUNNICLIFF S ASSOCIATES,1NC. REVIEWER " "244i" " FILE 2190F CONSULTANTS _lN GEOTECHNICAL ENGINEERING 72?O C-79:10-2 i
GRAIN SIZE DISTRIBUTION ( u.s sianoamo sirve size i
- 1. -n.. ' , I h i DN
. i
,o j. .l y; y. i .
..j_ ._ ' _
{q.l. j
.,. ._ i
.7 7 . ._..
g
- .o . ____ _
.,,; ,q., .
sy 7_.
.g . -..y ..___ .
q 3 . ro _ r-y. ._q._
~
I, '4 ; il . i . i, "O i
.iN i
[3 i ea l- I ' i i l1 i\ i' _ t
..., ; i
; i !; i,
* , i e i yi I!
? ia i i li ! !l i e i 3
i i G f ! !l 4 ~* I I 4 !'l h a i . . ;
- 30
- k. ,
TT- i i . . I i
!; g !. . 4 i l
ii % lht i5 ' + ' l Iet ll i, zo , ,, , ;e , i, , ! i q i i I ll l
\ l
, gi i ie: i I ;
e i 0 i $i N h o'eaim, siz,5 in 9hiutthms ' l'l l iocloll . ioo io io oe o.oi l o ooi coamst ring coamst) M E D: l Fa=E UNIFIEo solL CLassiFstafloN system COMPACT!ON SOIL PROPERTIES 136 So L DESCRIPTION: BROWN SANDY CLAY (CL) INITIAL WATER ORY UNIT CONTENT h */. WEIGHT 132 LloUID PL ASTIC SPECIFIC y LIMITl% LIMIT 12 GRAvlTY
~'
O f
/ CO M P ACTION METHOD c /
i Y_ / ASTM TEST BMP" METHOD 124 AASHO TEST METHOD k MOLD HEIGHT 4.59 MOLD DIA. 6 00 NO. LAYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 lb s OROP HEIGHT 18 sornt:Ficarica 8 M P I4.1
'"' "" " u .% 8.01 CONSUMERS POWER COMPANY MIDLAND FLANT UNITS I & 3 MIDLAND M lu
. .oisru.,c co .,,,
COMPACTION ICHIGANGRADATION 9j 4 6 8 10 12 TESTS - o b E r
-
- BECHTEL MODIFIED PROCTOR - TEST PIT I TEST SERIES (20,000 FT.-LBS. ENERGY) . SAMPLE 14** NO. 14
*
- FIELD DENSITY TEST 16 DEPTH' -
TECH. 4 #1/'4/e r
~
D ATE OUNE 1979,3 f) . GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER' / 240' FILE 2190F CONSULTANTS IN GEOFECHNICAL ENGINEERING 7220 C-7940-2
y~ GRAIN SIZE DISTRIBUTION
! u.s sta=0aa0 sirve size e .. v. = vi e. oe a no no.o.eeo no ao =a soo t_ .-.
- c , . i s0 --
p- l--t - Jhq ', l { i i '
** i i l . T i ! i i ti l l
- ; N i
#C El i i 1l e !i i iN ! td i J!* '
s ii ; l i
.' IiN li1
,, , i f ;
i , e
$ tiH .
~7,.
h ; e I , i ! b i
' i e i i ! ; i i N -
1
** ! ; i e i; ! 1 . ii i ; l l l'6 i t1 i
H i ! i' '
~ 5! !
Y;4 l ; i i i e i LJF~ % 1 3,
. i l
- I! . j p
,g i' 7 i i
i I M A
. l i . ii
- i. . e ii, N i l i , != ; i ; i- i ~N i
I: i a0 , , .
; , , ; ,, , , , , y i5 '
I F ; i t I i l iM fl ,ij o[naam, siz,c in asiltiutr)ns l l l 000 iOO 'O i.0 0s 0.Os 000s
" S *
- C '
c0anse ri=r c0ansel wroi l ri=c u=lFIED SOIL CLaSSIFICarlOm sv$ REM COMPACTION SOIL PRf>PERTIES 136 Soil DESCRIPTION: GREY BROWN SANDY CIEEY SILT (CL-ML} INITIAL WATER ORY tsNIT CONTENTM*/o WEIGitT l32 LIQUID PL AST!C SPECIFIC
% , LIMIT 20 % LIMIT 13 GRAVITY
~
b \ COMPACTION METHOD
/ ASTM TEST BMP* METHOD gg4 ,5 h AASHO TEST _ METHOD k MOLD HEIGHT 4.59 Moto 0:A. 6.00 y NO. LAYERS 4 SLOWS / LAYER 25 HAMMER WT. 10 inn oRoPHeiGHT 1 iorariricar:0= B M P 15.1
""""~'**
" "'" u " * .% 9.01 CONSUMERS POWER COMPANY
' ' ' ' . MIDLAND PL ANT UNITS I & 2 MIDLAND M iu ! y.disru.Ic0)r=r COMPACTION ICHIGANGRADATION g 4 S- 8 TESTS o 10 12 b. C
- BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 15** NO. 15
*
- FIELD DENSITY. TEST 17 DEPTH D ATE JUNE l979 l UU Vude TECH.
GOLDBERG,ZOINO,00NNICLIFF & ASSOCIATES,1NC REVIEWER MC"'
- FILE 2190F CONSULTANTS IN GEOTECHNICAL ENGINEERING /220-C-7910 2
GRAIN SIZE DISTRIBUTION (~ u.S.STANDAmoSiEvtSitt
- e. . s= =i n a no . =o e mo re no.o no so no co no moo
. q . LL. i i
so -- h- -Ql_-ti ~4--] g- { , i i e i: rN ; ' ' .
** ,i
' ' i! C
- I At i '!
i4
- h i 'l A' i
** j$
ri i i ! is , E'N ii' i 5i iP a p i fl e N i!..
"U '
j' t i i N T.! i i evl l n%
" .' i i I.
hi 6NI
' i i i
]IN !I i i
ie i iG ! J 1 i' _k I: I' i l l ' 'i i iN I
*C h ! , i i i !t l' e i i
_l.1 l l "X TT F A Yi , 'e i ; i
- 1. ! p "
7 ; ,
'. I I 30 ;c i . >!N i
=,,i i -- r i e i p i ,
i i
;, ' i i - ' i ' A' to ;
Ii
; , y j, s
in I.
, i:
l
,, i l
i
' i ; l i i ; ; i l't i I l , , c'nai= Size in uiututth=S ' , !'I l, ,,.
s.o o. omi o oon icoo soo io COBBLES SILT om CL AY CoAR5E l FINE CoARSEj M E Diu M l FIN E UNiFito SotL CL AS$1FiCailoN SYSTEM COMPACTION 5 018 PROPERTIES 136 SolL DESCRIPTION: BROWN S ANDY CL AY (CL) INITIAL WATER DRY UNIT CONTENT */o W EIG HT 132 LIQUID PLASTIC SPECIFIC LIMIT 21 */o LIMIT ll GRAVITY
/
' ~ '
COMPACTION METHOD
- /
[ 3 ASTM TEST BMP* METHOD
/ \ AASHO TEST METHOD (24 -
MOLD HEIGHT 4.59 MOLD OlA. 6.00 k
- NO. LAYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 lbs DROP HEIGHT 1 12 0 ior= iF car.o= B M P 16.1 muu= AL w .v.
CONSUMERS POWER COMPANY opriuuw w .v. 9.O t MIDLAND PLANT UNITS I & 2 i i i sflDL AND M la 1
% uoiStunt I
Cohrt97 I COMPACTION ICHIGANGRADATION g 8 TESTS E u. 4 6 10 12
- BECHTEL MODIFIED PROCTOR TEST PIT I TEST SERIES
~
(20,000 FT.-LBS. ENERGY) SAMPLE 16 *
- N O. 16 DEPTH D ATE JUNE 1979
*
- FIELD DENSITY. TEST 18_ TECH. A OJv <
174u '3n GOLDBERG,ZOINO,DUNNICLIFF S ASSOCIATES,lNC; REVIEWER FILE 2190F CONSULTANTS IN.GEOTECHNICAL ENGINEERING 7220-C-79-10 2 '
,. GRAIN SIZE DISTRIBUTION
{ U.S. STANDARD Silvt SIZE t us as te es a se eso 4 ano o eso 30 40 suo ao eso no eso roo
; p i -
l; _+.______W 50 so i g p Nb N : l i I r- ii ; g ,
, ga , i
"] ~ y{'
~" ^
g ; 5 , . s i,
' ~~
70- o ; , , ;, , g 3 . . _g_.. _ . 7.g ._.. ],- g, t. 9_.. 50 t 3 : i , ; gy - - -
. i ; i i; i , , - .
g We6 e in i t l i e i iAt i ' '
,, fi, .
e i ! - f. i l 't N 30 1h , ,^ ja , lf v r!!I Y p i . t,y,- r-5 - -- - i y
"-i-' ,I
, [--
h-
-k il P . .i . ; r Tt i . r. 4,, ; ,x -
20 ; , y , --- i, , i,,n 7; c
' i i
l l l e l l t M i I % [ ,9 j GRAtN,512,( IN Mi L,ladtf RS g 000 80 0 80 1.0 00 0.04 0.0 01 COARSE FINE CCARSEl WED u l FINE UNIFif 0 SofL CL A551FICafl0N System COMPACTION s SOIL PROPERTIES 136 SOIL DESCRIPTION: GREY BROWN SANDY [ g CL AYEY SILT (CL-ML) INITIAL WA ER DRY UNIT CONTENT e/o WEIGHT 132 3 UQUID PLASTIC SPECIFIC LIMIT 18 % LIMIT ll GRAVITY
- ' /
/ ,
128 - c0MPAcTION METHOD w [ ASTM TEST BMP" METHOD gg4 , AASHO TEST METHOD g MOLD HEIGHT 4.59 MOLD DI A.1Q,Q,, NO. LAYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 lbs DROP EilGHT 18 I :De=firicatiON B M P iT.I I
""""~'"*
l 0*tivuu w..% T.5 t CONSUMERS POWER COMPANY ! MIDLAND PLANT UNITS I & 2 MIDLAND M iu
- v. '
.Sfome co,,fe.f
' ' COMPACTION ICHIGANGRADATION @
l 4 TESTS o 6 8 10 12 E (
- BECHTEL MODIFIEL PROCTOR .
TEST PIT I TEST SERIES
.. (20,000 FT.- LB S. ENERGY) SAMPLE 17 *
- N O. 17
*
- FIELD DENSITY TEST 19 DEPTH -
D ATE JUNE 1979 TECH. 20 Liado GOLDBERG,ZOINO,DUNNICLIFF & ASSOCIATES,1 eVjg ' I/4 m FILE 2190 F CONSULTANTS IN GEOTECHNICAL ENGINEERING *U* 4/
a o** t N o* C0 m
."[
w rC 0 e CD H un rt M (O M M i 'N.,_e
. p.
7220-C-79-10-2
(' FIELD DENSITY TEST RESULTS 9 oka) 7220-C-7910-2
J
,- FIELD DENSITY TEST RESULTS FILE No.. A*199F
- i. REPORT No. 11 SHEET No.
DATE A A 79 , PROJECT !!idland Nucient Plant LOCATION Afi dl a nd . ?!I OWNER Consumer Power CONTRACTOR Bechtel WEATHER CDNDITIONS Fair 60-75 0 REMARKS Surnmary of Test Pit #1 1 FD A p pron. W o m. Dry _D ns. Optimum In - Place Moisture Compaction Remarks Test Elev. corr fo r + 3 /4" Moisture Dry Ons. Content (*/,)
- No. (ft) stone (pcf) Content (pcf) (*/.)
B11P !!C BMp (*/.)MC B3!P 11C _ 1 G32 1" 128.G 135.0 9.5 8.0 124.6 10.9 97 92 2 G32 1" 128.1 134.6 9.5 8.0 122.2 10.0 95 01 i 3 631 1" 130.4 133.8 0.0 8.0 l'31.4 5.5 101 97 4 631 1" 131.0 135.4 9.0 8.0 119.1 11.5 91 88 5 G30 I I" 128.2 10.0 134.5 9.2 105 G G29 i"l 128.8 9.0 135.4 9.0 105 7 G27*1" 133.0 8.0 122.1 15.5 92 8 G27II " 117.5 14.0 120.2 13.1 102 1 9 62G11" 118.6 14.0 120.1 13.5 101 1 10 G2GI 1" 133.2 8.0 123.7 11.1 93 11 G2S i l" 128.9 9.5 132.6 9.9 103 12 624*1" 127.0 10.0 121.6 13.2 96-13 623 I I" 131.6 8.5 115.8 15.4 88
-14 622il" ,129.0 8.5 114.2 13.2 89 15 G21I1" 132.5 9.0 127.5 11.4 96
_ 16 G20 II" 133.7 8.0 130.7- 11.6 98 17 618.5 1" 133.4 9.5 121.5 14.9 91 18 G17 ~11" 129.8 9.0' 122.3~ 12.8 94 19 G16 I" I 135.0 7.5 135.4 8.2 100
'i 1. Sand layer .T r k 2. Results of tests'5-10 inclusive are t-PREPARED BY based on the Bechtel !!odifiec'. Proctor n wr r REVIEWED BY GOLDBERG,ZOINO.DUNNICLIFF n ASSOC., INC. . FIGURE 10-4 M< ,
GEOTECHNICAL CONSULTANTS 7220-C-79-10-2
iW " 1-i r f f% . f i I I ) i f I \ \ (D D T H 8 U 'C rr >
.r. .c
* =.
>c
( { U~3 Ua U p p .o. ) H I ,(, I .., V 7220-C 79-10 2 i
O e 6 IN-FLACE DENSITY RELATIONSHIPS l l 1 i 1 l l l l { \ A. l e :
=.
7220-C 79-10 2 l
s I l ZERO' AIR VdlDS ! ( j $ Gs = 2.72 136 FDl9 ' je in ZERO AIR VOIDS FD6 e\ @ G s = 2.75 FD 5 3 FD 114 132 ' oFD3
\e FD l6
\
FD15e t- \ L E y a FDI \,
' >. 124 FD 10 m \
$ FDl8 '
poy FD 2 <t * \ - FDl2
- D'17 120 e FD 4 FDl3 e
- FD14 1
1 4.0 6.0 8.0 10.0 12.0 14.0 MOISTURE CONTENT (%) REMARKS: FD 7 & 16 IN PLACE DENSIYY DETERMIN ATIONS PROB ABLY CONSUMERS POWER COMPANY INVALID. MIDLAND PLANT UNITS I a 2 MIDLAND, MICHIGAN IN-PLACE DENSITY R EL ATIO N S H I P S COHESIVE SOILS TEST PIT I DATE JUNE 1979 ( TECH.JCW/DWC FILE 2190F REVIEWER 4TA w GOLDBERG,ZOINO,DUNNICLIFF 8 ASS 3CIATES,1NC. CONSULTANTS IN GECTECHNICAL ENGINEERING <3g 7220-C-7910-2 ?
+
\
136
\ 3 N\
132 ' \g f@ZERO AIR VOIDS G s = 2.6 9 E \
$ 128
\
S U.
\
! 124
\ s 3
- \ -
N
\
120, FD8*
- FD9
\'
\
4 4 l16 4 4.0 6.0 8.0 10.0 12.0 'l4.0
! MOISTURE CONTENT (%) l CONSUMERS POWER COMPANY l MIDLAND PLANT UNITS I & 2 ;
MIDLAND, MICHIGAN 1 IN-PLACE DENSITY R EL ATION SH IP S COHLSIONLESS SOILS- i
, TEST PIT I DATE JUNE 1973 TECH DWC/JBF/JWC FILE 2190F_ _
I REVIEWER Me GOLD 8 ERG,2OINO,0UNNICLIFF & ASSOCIATES,1NC. / CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C 79-10 2 40
*1 e O i
=-
!en" ft w
l i r - w i d i l f 1 i l i L l l 4I i 7220 C-79-10-2 l
(r FIELn DENSITY StwAny l' l I. . I 7220 C-7910 2 1 l
I s
! PLAN VIEW f
TEST PIT I h NO9' 18' A A h n y
'l -* 23' L SC ALE I" = 5' l
l
SUMMARY
OF FIELD DENSITY TEST RESULTS
' A T CON.c fp 4 YCNE MOIN CONT DRY DENS Y TEN E EV /)
(FT) .... uc.. ... we (PCF) (%) s, we FD: 632.0 128.6 135.0 9.5 8.0 12 4.6 10.9 97 92 FD2 632.0 120.1 134.6 9.5 8.0 12 2.2 10.0 95 91 FD3 631.0 130.4 133.8 9.0 8.0 131.4 5.5 10 0 97 FD4 631.0 131.0 135.4 9.0 8.0 l I 9.1 11.5 91 88
~
O F D 5,_ 630.0 128.2 10.0 134.5 9.2 10 5 FD 6 329.0 128.8 9.0 135.4 ~ 9.0 10 5
~
r:0 7 627.0 133.0 8.0 12 2.1 15.5 92 F08 627.0 l I 7.5 14.0 12 0.2 13.1 10 2 FD9 626.0 I i 8.6 14.0 120.1 13.5 101 FD10 G26.0 133.2 8.0 12 3.7 l 1.1 93 FD 11 625.0 128.3 9.5 132.6 9.9 10 3 FDl2 621.0 127.0 10.0 121.6 ~ l 3. 2 96 FD13 623.0 131.6 8.5 l I 5.8 15.4 88 FDl4 622.0 129.0 8.5 114.2 13.2 89 FDl5 6 21.0 132.5 9.0 127.5 i 1.4 96 FDl6 620.0 133.7 8.0 130.7 Il.6 '98 FDl7 618.5 133.4 9.5 121.5 14.9 91 FD18 617.5 I29.8 9.0 122.3 12.8 94 'r' FDl9 616.0 135.0 7.5 135.4 8.2 10 0
)
m 8MP - BECHTEL MODIFIED PROCTOR (20,000 FT.-L8S. ENERGY) f *
- MC - ASTM Dl557-70 METHOD D GOLD 8 ERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1NC.
CONSULTANTS IN GEOTECHNICAL ENGINEERING
i I ( SECTION A- A
EST PIT I o
- 633 H O FD 2 O FD1 - 632 OFD3 OFD4 - 6 31 OFD5 - 630 OFD6 - 629 _
- 6 2 8 "-
O FD 8 OFD7 - 627 y O FDIO OFD9 -626 g O FDil - 625 z O FDl2 - 624 0 0 FDl3 -623 Q O FDl4 -622 y O FDl5 - 6 21 g O FD 16 - 620 0 FDl7 ~ O FD 18 FDl9 O 66 SC ALE I" = 5' REMARK 3:
, I) LOCATION OF FIELD DENSITY TESTS ARE AF. ROXIM ATE. 2 I
- 2) ELEVATION OF FIELD DENSITY TESTS AR'E il" BY BECHTEL POWER CORP.
{ MARKS: FD 7 816 IN PL ACE DENSITY DETERMIN ATIONS PROB ABLY INVALID. CONSUMERS POWER COMPANY MIDLAND DLANT UNITS 18 2 M IDL AND,M ICHIG AN FIELD DENSITY TEST SUMM ARY & LOCATIONS l TEST PIT I DATE JUNE 1979 TECH. JCW/DWC REVIEWER 9 w FILE 2190 F [ 43 7220-C-79-10-2
pypp> . o w ~ aw ev .= v i e .e pwww g n w - .v. -. _. , . _ , , , , , 9 1 ( f I t
' 4 I
l r i c\
?
I
-f s
E ( i r
. t I
i a W. U1 1, l L_____ _ _m__ _______ __ _ m
com. usoc. , mss.=cca,. f=P "' ' ' " ' ' " " ommy s'" su,,.u 8 - 321- D JOB 72 0 { COPY
- i. g mens may nucana a 0 wons mareaucata sueurrrannoccumswr. VENDOR l_
- G r,=,= O =; M " " Categ0ry 800 cuenT L FIELD '1_
& O nama mac neew. .cm mav mor raocasa RS-o30-o1 7220 s O nmwa w necu am . cw mave=ocato. ARCH. $
0 rea eff mtv , _,, ,,,, . clVIL ii cenmao om wut .. wn cut "vuve.uxetance ! ELECT. I NsWsNNdIN-$5$?!N1No$v l pl0 i Nf4I.5"[n$$I..UNC.UrE* Q WE RESUsMIT CORRICTED MECM. f DCCUMENT IN ITS INTIRETY c, sys,
, A C E J M N P O (Ac REVEWEo WITHIN d WIIKS INSP.
[. ' * * *
- _l START.UP
'^
? " '" "
l w MOLul'1%(% d' m //n/6
~ RECORD de. y CONSUMERS POWER COMPANY BECHTEl.
NOV 3 01973 MIDLAND PLANT UNITS 1 & 2 MIDLAND, MICHIGAN i TEST PIT 2
% De3 SUte4TTAL SUPEASIDES TML PM%CWS SUSMETTAL ps of3 minneTY.
4 O Petycus TM.SSV4fAf7ALTHAT(f SUSMTTAL SUPERSEDES CNLY THAT! PMrf CP THE P!!" LACES. 3 De$ SV8MITTAL 15 AN ACCfNotAs ATTACMMENT RECORD TO Tutpaavious PRINTsuumTrauss Ano cots se Prepared for: . Bechtel Power Corpor.ation j~ 777 East Eisenhower Parkway Ann Arbor, Michigan ' O s8 kO,hw.5} w MARI 81990
! Prepared by:
,< Goldberg;'Zoino, Dunnicliff & Associates, Inc.
* ' . .N '
30 Tower Road e Newton Upper Falls,'fassachusetts
-File No. 2190F September 1979 L
len
.q g go . e7 9- //-D-
1- . .
, Ilf CONSUMERS' POWER COMPANY
- (I- . MIDLAND PLANT 'JNITS 1 & 2
-MIDLAND,' MICHIGAN TEST PIT NO. 2- ,
TABLE OF CONTENTS NJ. of Pages 1.0~ Photographslof Test Pits 5 2.0 Laboratory Testing:Cata Summary 1 3.0 Proctor Test Plots 13 4.0 . Field Density Test Results 1-
~
5.0- In-place Density Relationships. 1 6.0 - Field Density Summary ' l' 7.0 Penetrometer Readings 1 f s
' 1
- s<
2 ' o . 79-10 79-11-2
. r
- o
. / mM-- t tsa I on i Co O l fT D,
,=
f"P llll*
.m i
I I
/ '1 l
e l
- l 1
7220-C-79-11-2 ;
r-k.. . l PHOTOGRAPHS OF TEST PITS l t 1 I I l i l l l
' I. l
.. .4 7220.C 79112
i i i l l P I
.' p ,
iwj . . c' p . 't'.- .. 6.~f < ybv -..,
.. - ,m.
,n, .
., s.:s. .w.c . 2.-
? 1, s Y m n, ?. .p*p
.g
=... 4 %
%v n s. % .
.. p 3,,y . : . , A. . : w . . . . . . . . - .. y g1h.dq._q. ~ ,. -q. . . .
.c l ,
. g. . , . Q; . . ,
.;.v.. - .
r 7,. e e,7?, i
.,M,,.& s.- .
< 4', ,. r ' ' . ,. .s ,. - 7; ;. ; ^ ' . ,. v 9pp - ..
- k. N. .(,.4- .,., qw.- ,< . ~ s.n _ , *h'.'.; f,.J.& .
n-H +.?. y -a y
*
- m' ft
=* ;
-j
. .s3- . %". %,g' q. t. ' . .-
fN ly s t- - if.h,4_[!*3;. . .' *
'IlQ .
;, - - ',+ ^ l,. V l
. y. n. r In(n A. . . , = .4 g ~
- . - - ; e.%
, - _ ; p.
4 ,, . .y,j 4.i. .
~ . ; a, y .
_ [6'f ., . , ..f...'
- s. .m.;
. c. ;
.f ': 4l N ' . . . g %f ; p g };z .
+.-? . ; y m-g ' > . ,, ' y rg 1.; .
- z. 3, . . -
7 _ _
.R l
,. ,. ^%4 . . --
, ~.~ y _.t.';.r. q. ?...;., ., , A~ ? ) . _ >
. , +: /~ .%
3 .'W pg. e;Q ./a~ ,, ..
, ,4: .fg'_ ~ , .f _ .
.1 . .
~[ ,_
( y . ];g lh . . a[i<'^. . Excavation for Field Density Test 28. Approximate elevation 6 26 't. (Existing ground surface 634 't) y ;p ..
~~
C' 5.Al*; %p gR:.*3 g y g .? ~ ^^ e 94 .;q ': , :. _
\- ,
. Q .-kl 'M .',.., -
/ l
,e
..) 'f..u.7
.~ : ; :* .
- _ , ;; . 1
, 1
.,.,-~s.% .,c 2, -. 3 .s
, , y .a
; . 9 %. C' ). ,W# g,,ig l ' . J p'n Q ]L.~)
T . :-). 'e .' - Q
. e. . ..<
- pk
- r :-
'? ~.
y L. _
;e p&a) sm
. 4,,:.s
.. .M %p . At . . . N u, M. Field Density #'.8. '
' Q. 9 k .. V :
qj .
.7 ,, .
~
View of GZDA personnel 1 4, - . - . . w .' insuring test plate of
- y. * :. ( .,.y '.- .l-s p.7 . . ; . 6
[.-L., 3: ? field density test is j
-3 . o ., , p.. 1evel. A.pproximate '
@L>- y...q ,' gN;.(f [a! -
elevation 626'+.
...> s- y 3+. a ,
'A
% . , , . . . . . c.
e - .
'0 * * *
~%', '
^ ~~
- -^
,- ;' ,-, y -
8 .,,
- w.gp h3- -
.i . e CONSUMERS POWER COMPANY
-{ ~ 'l 4 E gg~#Dsa. Q, f ' d , . .. . D, MIDLAND PLANT UNITS I S 2
- t. . .a J . 94 .s
<.~. .. , - n.; M 10 L A N O, M ICH IG AN
. 3 4, s, 7-
. z 7,.g , ; + . . r , 1." PHOTOGRAPHS OF
., 7 .'
.~.
..t
.. " C' .
. . - N' , ,$ ! -
TEST PITS
.* , . , ; >s /<.. 1b
- i 7;l TEST P!T , D ATE JUNE l979 9
. . J . .. . ~n. ' ., 4 .z : J. ; .. . .
PHOTOGRAPHER w REVIEWER GOLDBERG,2OINO,0UNNICLIFF S ASSOCI ATES,1NC. FILE NO. 2190F CONSULTANTS IN GEOTECHNICAL ENGINEERING 5 7220-C-7911-P.
W i t i P - . r , . , . . .. , 3;Q .
~~ y ,.g (Q.r .
. . ,'. ; ' ;[ ';l. _
x
. . '- ^;.
.~
' ;l {
'_. f ' ' ' ' ' (.'[ .q l l
[.}l;,}enf: (#Nbf[yy, -h l' ' .-. O {; }
*s;-' - ;,-
., - e
.47*/.
, -gw. . .
. $., , ;P,"J, %. f : 7 'f
.'c
-, u - , . , ...w ..n
; ; ,. :y; c - .
,, . s . .. -
f.i ([
, %_ . . . ~ ' . . J ' .; -
%l[
. . c . . . . p. *.f c - ' . . .
.c:
F ti
^
..'. .%' . y .' L~.1 - ,..n t?
1
. . . f. . .%; v - . . " .: ? ' 7. ; s.
- 3. _ ";'. -Ny d yg
. .q Q).g ;{.; % b.,[ [
4 Ie ; .- '
'7 ~~ * . . .
pq Q j -
.['l . . $
t- ,,$ . 72% ,.;.
.U h..s*{';.
. . . ' . .y ?. .
- . - _. h, ^-)(W.
. 4 $.
.- .. .,_m
' f h" " I' '..
'N
, Y.. .$
l '.
*'.< ,; ( , T..
(. . l , . $1 l , .j ._ ' G,;$ -{ ? qf:_:..k*R:% j {: *'y.J.;. . [_] . Field Density Test #28. Excavation of test hole. i l I "
"I, I
- g4 I . ' 7. ' l T. ,,,EF ,4 :
- ' ' <~
' f.%i '?
~*#(, i y '. %fk,^ iy*f.'pp '^
_, g;
'L
/
, g* ' ' .
. k
...... j . ., g , , . .
. ).. j p] . yf.q - % g- % - ,<
- ...-- N . '\ .
%* . 4 (.'.. -
^ fI: =h. . i , - . .
l
- r
, g.5 . j,p &? A. *
'i. -
.- W; ; 4' .
'...'w. .$
r j e ": y ._ 3, s , , i s '; 4 .;'g '
,1f. l+ [ ;' .~, f,. . _
. ff .
; y, _; .; ,
~
j, '.[ I?.f'[.- .[ J ,[] ';.' ; ,. j Field Density Test #28. Recovering scil from test hole for its weight and natural water m"~a"t-CONSUMERS POWER COMPANY MIDLAND PLANT UNITS l 8 2 MIOL AN D,MICHIG AN
- PHOTOGRAPHS OF D** 3 TEST PITS TEST PIT 7 D ATE JUNE 1979 PHOTOGRAPHER mr REVIEWER GOLDBERG,ZOINO,0UNNICLIFF & ASSOCIATES,1NC.
CONSULTANTS IN GEOTECHNICAL ENGINEERING FILE NO. 2190F e U 7220-r-7A110
l 4 l S Q; jd'{A I h_ N~ [ Ag_' ? ,[ *; . t l' l
.o . y , , -
-~ w .
- <;h '
g g g . ,, y. : pus.g _,, h k.' q ; .s.. ,. g s .g LN g
. 4 Ij.YL y .+Qj. Q K-Q Yg9,. -;:'[ a.
,('; p y.,e-s e ,, g
. /.1.
.?5 p ,
w
.. } 3 - L..
s.
; ._ .. ,g
{
..,y. . . .;- , -
- - Q. '1
. , 9
, .. . . j- f .. ,; ,
- j. 1,
. . , . f .,_
y. g ;-[ ,' ;
;rg ;:. ,
. f ts.&.. '. s? --g
~
. .;', M ' % ! ._.__.,
, +cp- ... 7 .-( .rQ. 4 ' ' ,[ ..
. ; : ?, . x '
. - . .... . , '. (,;
+
Y' l ? .k 8- ' .lC , ' ] T. ? . ,, , x ~. ..
- r. - $NW ' - '%- . '
I . . . -. i -y . A* *y
, -. g\ .. t'[
; <, . e . . . 3 .
.' ;, ^ .
f- .,
$6%. p ; , '* ' ;, 3. .f,: ' ?.; . ' '
.. [~.4 Field Density Test #28. A paintbrush is used to insure that all soil from test hole is retrieved.
.<_ y. - ,: .- , - - . . , - - 4 ,._.- . -
. e -( 4 -
1
., J .. ' .,
(; ^$ ' '- ' l.N
. ,-,.. . g, :s ,"
,y ... .-
~
~
1
-~r
- .. -- R ' . . ., 5
-V
.. - .,- . .:. ,3 ,
,t . 4 ..
x -.
,..,..-=,r,
+ ' -.
, .) _A . .. ; , . ,
r_ gn 4. g,. j . s- . , . . ._ c 6 '. n
- 4 ..
ch ' . > %. ;,):. .-.
.' ~ '3* .,
- z. -
7. so .]
,. .s -
. ' :t.! ,[.~ . h (; ,
- ' - #.i .
J' ; Yc 4
;;g,pu , y, ng g.. -[ ' . '.j l
nt . .
. ..s
- O: % . Y -Q ,.%
L -c-
%l wk.W 1 ; [;.
- K4*-k.j;73
~'
l A Q f;, .c . _ d f "'k
- , V ;
' W .
Myk.,. + " : - l~** . r.
- ^- ' J ' .
>' o
_q . = _ y - . .
. .p.
p YM
~
. 4.(; . ~e$e .x ,'.. .%
jliF
./ ;. 7 . t- ? '
. .. .. .: ' ,;1 Q I
Field Density Test #28. Excavation of rest hol.i completed. Note plastic jug has been capped m erotect acn N r moisture loss. CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND, MICHIGAN PHOTOGRAPHS OF 0**]D *0 TN TEST PITS o o J\1 o ,)],,(f o TESTPIT 9 D ATE JUNE 1979 PHOTOGRAPHER w R EVIEWER GOLDBERG,ZOINO,0UNNICLIFF S ASSOCI ATES,1NC. FILE NO. 2190F CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C-79-11-2 7
i i ( l l r l i' 1 l l
. ;,. , [ ; ' ~ ,;-" . . 2 f_ g _ ,9. .. p79. _9 .
r. C L:-( 'l: - '.
. . ..' . "" M, .' /. .;.'l ? L... l t . >.; * . :
pJ, .
]3 4. ' , .. >
? #, _, {4.!, y ;. c.g a.' -:. . . .. ;
j
- 7- -,
4
, . . ,c l*
..y. .-=+.s. _
} _Q > R :_..Q* ig ) i.
~ '
[ k ,. .
.iy > *
, . ' ;[
. .*. . .. . w. . ., . .,p..
. * -l...;. . . :g . . .a y _ ,, .
,. ; * ' , _. , ,s .
, , .. , f , . ,
--Q _ y - L ?,4 .
9.g.x ' *yQ y l:'- .
.'N[ .
.. 3.i. b . w _.1
., 4, ; .
.; ., l
^-'
, t
; *.v; 6 .J :,' i y% - ..
., g' -
' ' f a, fkid's : ~ .. - g _ ' ',?.,..h. y ,r _- __-
*1
. .: . ; -- } 'y .. f , _. _ . :aj?
e
' & r.W 4
0
... M
;.y. . ,.
- v. -
p .,# es J. . ..., *W } *y,.,,',,' W'
.;. q .
. g -
. .,:. r. 4
.<. -. . , , . .: . $ fg l s
. 1 s >
y l a . 'j . .'. . . ,; . : . _ r. .. l /.. .g.g .
. . .f . . . . . v .;
CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MlOLAND, MICHIGAN PHOTOGRAPHS OF D @ r, .0 ;0 n , TEST PITS
' d '
I
) TEST PIT 2 D ATE JUNE 1979 PHOTOGRAPHER Nc REVIEWER GOLD 8 ERG,ZOINO,0UNNICLIFF S ASSOCIATES,1NC.
FILE NO. 2190F CONSULTANTS IN GEOTECHNICAL ENGINEERING g,g 8
i 1 l 1 1 c' . ggm,;f~w sn.~~g.; y, ' sty-C.; : ,x .,,
..w .e . , ,,,, 4
-_fr,{ya
_~ g s . -
._t n m. m .ys sR -gg;*M,j' f, .. , .(* _ g .
7 .;W,. ..
.. g., ...J. .h c ,,,2 e.. -
v
.;,A'h4 <'i.~Jg*M M .'...r. Y>~ .. ;2
, . ,[ . . .
1 i l a
. . .'. rt, h; wk:c e ,' #, -. a ['. ,y.[.
4 1
,A-r .._g.,
-{ ' . . -., dWY ~ .
l
.. + > . .
i
- :..- _% . ; ,, n . - ~
_ 3. 3 , ;-gs; i y .. 1
')
.k ? A .I) V,. .
- s. ; '
M .
$- i c
'. . 1'v '
.; -g . u t .. . . k+ L_ l y *. .p a ;4 , . ', . .,..p.~i% .y , . > _*,yguv..)j)a.ws.# t.. :.1 s.
- . f.
4 1 m : .. .u . . , ? .
.w . s . A. y
' ; ;7 Wy,,
l
- A' '
W ., , . e. ?
.- y. . ;~. ", , : . * .. ~
c 1
- f- ,
4 ..,.+ '
. . s.
p' 3, ., . as
.. i
.e -.. .- ', - .
4
',t,..
- ! v -
... . g -f > '.. 4 * ? nr.t f.,w . / ', - .-A.-3 ._ .f.} s Ig
_a ,
. g.
A.y & w,. cq <T
)yl, ll m _,
?..'. 'O - : , se &.?. ~ . -t.' .' 'S
;. se v ,
- r g . .
.,', ~ y _;& -. ,, .~'.: ' l' i
(. '.. JN.h )'~ . N .,n
'w 4 , .
l g.4, a 7. . , Q .v g,ih *f*'*:f % eg:._._l.h',.j. .:a y l - j f,,;,Q l _ Preparation of south wall for penetrometer testing. d l ey9 M .f,'% [} . i. \ Q;-wS.'g[Q i
. -J. $.M '.ayi. ya ( t 9[,.[# ,j j. #l j,h_
1 - ,3. -. . w .,., g- ,j. . .
.c; .; .j W.
, g wy . _; . ,,;
. .p ;
W .,*e. + .- , :#q . &gp,g
. . . .q
- v. - . tg.g. W X.s -g,
. g p
.,s.,.
.s ,
,, & g w . =l
- h. <,_ g- **
.z ' n,.
; . ; s_..
} }.
1 (
~
k+ '. ,.
. j '# ' YJ T '.' . '
. : .- . 4 .- , . ' 'd.- -..'..
' n ,. t .
G, '
+P. .
r
- .m .
~,
s:.:.) . [
- e. p a
._N ,-
_ etl n,g
-+.-
, " . sN ' %.. . . . . o, , .
, pg g..j .p- - ,
f ," . % . % ,\ : 9 * ,.,
.4 . .y +-
s, e .. .
.s
.y --
s View of south wall of excavation ready to begin penetrometer testing. Orange grid to aid in location of tests. CONSUMERS POWER COMPANY MIDLAND PLANT UNITS l 8 2 M 10 L A N O, M ICH IG A N , PHOTOGRAPHS OF l C QD *0'T y 1 333 , " J' , b TEST PIT 2 PHOTOGRAPHER mc O ATE JUNE 1979 REVIEWER GOLD 8 ERG,ZOINO,0UNNICLIFF S ASSOCI ATES,liC. FILE NO. 2190F CONSULTANTS IN GEOTECHNICAL ENGINEERING g 7220-C-79-11-2
O *
- e e g 8
e i fa ., ne p= Co aa a er UM M3 4 C's 1 l 1 1 l l 1 7220-c-79-11-2 10
r. LABORATORY TESTitiG DATA SUMISRy 6 9 II 7220.C-7911-2
> _ _ _ - . . -. . _ . _ . . _ . - - . . _. _ __ - - . . . , -_ m . _ - . . _- _
'l
(*,- ' .,
+
CONSUMERS POWER 'COMPANYL - Reviewed bs '" MIDLAND PLANT UNITS .I 8 2 LABORATORY TESTING DATA. '
SUMMARY
p , MIDL AND.MICHIG AN ' Date 2"4 ' '# 7# - Project No. 2190F Project Engr. D.W.C. Assigned By J.Wanzeck Date: Assigned Required ,3O Od IDENTIFic ATION TESTS CNMCT1088 - , ;O O . , oz
- Laborosory. L og .- >
Dep ~ ' Soil' Description g .$ Co et 2 , ,l j _, a 2 **
- It at %.
.% % < AS TP2- . S1 18 21.7 '43' '16 88 56 Bechtel Hodified Proctor
- Light red-brown; Silty ,
ASTM D1557-70 tiethrid D** Il9h : CLAY (CL) S2 l'9 15.3 - 34" 15 80 35 fDh -Bechtel Hodified Proctor
- Olive-Brown Silty C CLAY, Sandy-(CL) 128.
,0m$ ASTH D1557-70' Hethod D** _n
" Y h ' S3 20 13.8 30 15 '88 33 FD24 Bechtel Hodified Proctor *-
-2) ' S4: 21 16.5 31 16 87 34 FD25 Bechtel Modifled Proctor
- Mb !Ii $(( * '
( CL), SS 22 11.3 24 12 65 23 FD26 P:Jntel Modified Proctor
- Crey ' Sandy CLAY - (CL) m$ S6' 23 10.0 21 12 45 13 FD27 Bechtel tiodified Proctor
- 8 Brown Claycy' SAND (SC)
' S7 24 10.1 22 '11 '53 17 FD?fa Becli tel Modified Proctor
- Crey-brown Sandy CLAY i CL) '
M ' S8 25 15.0 27 15 76 20 FD29 Bechtcl Hodified Proctor * $*b-hr $ ilty S CLAY, NZ2
-- S9 26 14.2 28 14 85 35 FD30 Bechtel Hodified Proctor
- 119.
lb $ 3 S htj. CLAY, , P0G D S10 -27 18.9 33 16 89 35 FD31 Bochtel Hodified Proctor
- 3_s Red-brown S11ty CLAY (CL) i' O 911 28 13.2 -26 13 72 27 FD32 Bechtel Modified Proctor
- Crey-brown Silty g- CLAY, Sandy (CL)
N
?bC w
seE t us bmf 2 3 C 4
~EO e ~51 .'2bm r-
- m
-t m .
us
-t un g
*- 20,000 ft-lbs energy 7
** - 56,000 ft-lbs energy
h
$ O S g
- g O
e a is e fi Jd% bo n y L3 O p re n
.. s .e 7 4Mq aO s rv s G3 e , 'I I
lI 1 l 1 l I j
~2m
/ -w-'n Q-7n i ta j7
~
Ok PROCTOR TEST PLOTS 13 7220 C-79112
, . .~-
GRAIN SIZE DISTRIBUTION u.S.57AND ARO SIEVE 58ZE tm i e vies i/ree wo 4 mo o mo re g e m eo mo co we reo { t l l t is il - hI Ad i I t l lj l t 6 l ll , li N i'! I ** h I bi i I I ! ll 6 'i li - Id l ll I3 i' T.% ' _ f to {t it a $ e !! e i J lll 1 4 9 ii i r tll5 thi a !
,, ,i g , ,,
,, , ,,, , g , ;; ; , , ; g,q , ; ,,' ,
i E; - e; it ii i ii < s ta t i,l ' 6 i et . i i i ! nt l h'
#U t
%i i i .l. Iei i! 4 i e6' i !'t 1.1 i d !l, I!!! %J t
' R. i 5 e i I
! ti s' s ai ; is ! sil 4i' ,i
- l ' ii \ s l $,i i I l e {l, ll j (sj , ,
t {p ;i l l}) e i 18 t l*l i j\ i- f : a Jt- e ist i i% i ti' Il; ' 50 %g'.ti ie i
, ; l i; 8 l { t et l .
i'l 6 N pi. . ii 4 , i!!66 4 < t i;H i i ri ii! i s e,i i i i i i it- t i hI e i 6 lit e j : 1I 1; L ,i li i l '8! ! ! l .3 I l f i . 86 ie 4 jl! ti i
).I i ! I lit e h l i e; e , 41.. J l i lii i N t ' 8 i l i i, ' ' l 6 ft,Ii l i
'O'( ) i i:I ' , e i a (, ' l e l 1 's ' I f .I :
i1 i 6 Iii i t t 30
=,. , ,,,,; j , 3 , ,,,,;q , ,, 44 , , , ', I l ,,g,,
'81 i i , ,,,, ; ,
'i 6 6 .
iitti i i i; ' l'ii i s I! i ii i . e t ti! ! i ' ii r t ! t i
! i #
- i '
l1 , i e t d la e i
- t et l l t a e il I i i e i i{ '
i tl l ! I il lief , i i I I :'i i i e it i! 8000 li' ! ,i soo f* I **'". S'Z,E 8" ' hiwEr Rs ' ,I[ll l l ll l ,' , 60 a.O O.s 0.04 0.0 08 COARSE FINE 00AR$El w(D o l FsNE UNIFIED 50lb CLAS$1'ICAriCN $Y$rtu COMPACTION
.j SolL PROPERTIES SolL DESCRIPTION: RED BROWN SILTY 118 CL AY (CL)
INITIAL WATER ORY UNIT CONTENT Q 8/o WElGHT LIQUl0 PLASTIC SPECIFIC LIMIT 4 3 */o LIMIT- 16 GRAVITY
. 114 .
U
~I E
V [^ \- % ASTM TEST BMP* COMPACTION METHOD METHOD
!> f
\ AASHO TEST METHOD
$ MOLD HEIGHT 4.59 Moto otA. 6.00 10 6 NO. LAYERS 4 BLOWS / LAYER 25
.D HAMMER WT. 10 in, oneP HEiGHr 18 r icENriFicArion B M P i8.1 oariwuw w t. 16.O 'i CONSUMERS POWER COMPANY e
MIDLAND PLANT UNITS I 8 2
. MIDLAND M tu v.o,stubcorENr COMPACTION ICHIGANGRADATIO g 6- 10 14 18 TESTS y
-
- BECHTEL MODIFIED PROCTOR TEST PIT 2 TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE l** N O. 18
*
- FIELD DENSITY. TESTS 20 8 21 DEPTH -
D ATE JUNE 1979 l TECH. V > l .*b GOLDBERG,ZnlNO,DUNNICLIFF & ASSOCIATES,lNC. REVIEWER JM w CONSULTANTS IN GEOTECHNICAL ENGINEERING ' ' FILE 2190F/3/4 ' 1
..7-c GRAIN SIZE DISTRIBUTION i u.s.sTANoAno sirvt sizt t-
'C e ,4 . w ve . io .. o.o o eo o noo n
i t , . io ; wl 6 ; 6 i ni 4, i le ef i l i le i l' i il hi e f e ii l 8l 'i !i i el *[ li I N 'I i D% i ti i e i i: . I t si i: I :i i i i nii N 114 I i i 6 i
! i 9 i ! i ll i' i il *i i l i 't iN_ m 7'
rei6 i i i .~, i, >; i n' i, i
!: i i n; : l ' ix
- $i,i L'i 6 i i ie .i it , iii a : i. I .i ! i in i i #6 w t !! :e i >! e t !6 tii ei !' i ii i ! , f N 4
h.e i i i lii ig in l1 64 !8 :' e. ; i af I e I i \
+ -
i t inia. + i; e o i ' i i; w ii: a e i' i- 6 + i i N S 17 , i i i i dite. i, , , in i i i;i i}9 .. . i n.v i < i i t i 5
- k. .i e- ..i, ie 4 t .i.; I , .si l i 6 ;i li l i i al ' i I li! i ii 16 9
! t{!!! l i ii el , ;Ii i ! i { l tii ' I i* I f i f ri 4' l6 Ii i (
'i. e I i titi es ile i; ! i.e . l a l i 1*l i i l li' I t i i !! l !
gi. i i i iii,: , ' is i ni;<* . n i i . iii ;, t n , e i '
,, A s- t! iiii I , i; !ii!> t I; i. i i H i- !i ii ij; j i is,ii i n . it;6 e is . il s ; f li i ! . , li !t ,
' I I ' ' ' ' ' ' ' -'
10
,U'. !'
8C00
, , ![!' ' .$ ' !!!
~
Ga". sir,c im fuurtjas ' ! ' !"ll j l ll!,' i 80 0 iO I.J 0.e 0.01 0.0 01 GNavEL SANO i COAR$E l FsNE CO ARS El Mt0tuu FfNC l UNIFIED sOfL CL AS$1FICAfl0N sYsfEM i COMPACTION 4 SOIL PROPERTIES 124 SolL DESCRIPTION: RED BROWN 31LTY CL AY (CL) INITIAL WATER ORY UNIT CONTENTE*/o W ElGHT 4 120 LIQUID PLASTIC SPECIFIC a LIMIT 4 3 */o LIMIT 16 GRAVITY
/ \
u f G l16 I f COMPACTION METHOD 5 j V
/
ASTM TEST D1557-70 METHOo O _ , ggg _! AASHO TEST METHOD i j MOLD HEIGHT 4.59 MOLD DlA. @.OO l g NO. LAYERS 5 BLOWS / LAYER 56 10 8 HAMMER WT. 10 lbs DROP HEIGHT I8 I ios=riFiCAric4 M C 18.1 , Nafum AL w.*% cariwuu w.s 14.O t CONSUMERS POWER COMPANY - MIDL AND PL ANT UNITS l' 8 2 ' MIDLAND M ta wdoisru.I.CeNre,ir COMPACTIJd ICHIGANGRADATiv g TESTS e 6 10 14 18 C TEST PIT 2 _ . TEST SERIES SAMPLE _ I** N O. 18
*
- FIELD DENSITY TESTS 20 a 21 . DEPTH D ATE JUNE 1979 TECH. A / W/
GOLDBERG,ZOINO,DUNNICLIFF S ASSOCIATES,1NC. REVIEWER ~%w
- CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C-79d1-2 FILE 2190F1'I .- - ._.
. . _ . GRAIN SIZE DISTRIBUTION U.S.5 rah 0ARO SIEVE SIZE t tw ese vene vrn wo 4 wo io we to no ao wo so eso co we too lll l i ls i I4 M iiil l { h .l $,l i j { l'l i { l
"! . i 1: , i t i il i hi , ! i t i;.i t ii 8 t i is i e i i li til l ;} % l ii'l I ii i I i l , i i t is a ! il l It },I ! Ni r 80 '
si !4 i li a l t i s; i i I* l ;l Ie i t is N l i re N ' i ' 'i ' ' N'i'; " ' ' ' ' '
' 'd ' A ' I lh *
- aa 4 :I , l e l l .' '
E 4 ill l ii iI i 9 i j iis i j { eN j; e bei ; i ; it . . u , . ii i e i;i ; >- ,e i i n.# i i i . . N iet i
]$i t i i.) I le9 '
i n t i i Q ii lt is li i l ii'l i l I i %1 I tr et, i Illi; e' 4 i i.i'.4 e i is ll ' I * * ; "i . 6 i i ii i ,'t i Yie f i #lf 4 i e t i, 4
, 8i' fi ! 6
$ ili l if iI , 6ffiii i il l Itil K l l
+:i , a iitii, ei ; i .i- i- ,- tu , A i i
i i ! i .n : . i i 6Hii: ;a in,.in ,1. ;. ii,;
- ti t ' e i , J#!*4 I e; i ! n., . : i \
30 ' t: i i i i ! in .i i i; ! 053: 3 e ii! 6: .4 ; U ni i i i i i Hi .N 5; i e i , ni t; i
.5 . p. ,: i ii- 4 . . . i e ,, i . , , , ..: ,
'i 4 ! i 4 l I: i 6; i l's i ! is . t i;. I j. iie i i r'6 I il i
- it t- '
I tiIi l i ! 'l !# l ' i s ;,1 i t li e iii!i e' i f sii ; s- el 6 .iii j . l 6 g ui s i i i s i' , i; t o i ., , , ni !!. ; . i 4n9,6 in , j i ilst i i l i i a i
,o,6- , , ii si i: i i; tHitj ,,4si E m hhes ' I '
in.i i
! "! ' I
,,4.,
III' '
,4...
8000 10 0 to a0 0.8 0.08 0.00, COARSE FINE 00 Ar$ fl hi F su l FINE UNIFIED S0IL CLA$$1FsCAriCN SY$rtu COMPACTION SOIL PROPERTIES SolL DESCRIPTION: O_ LIVE BROWN SILTY CL AY.S ANDY (CL) INITIAL WATER ORY UNIT CONTENT M */o W EIG HT g LIQUID PLASTIC SPECIFIC LIMIT 34 % LIMIT 15 GRAVITY l 2,4 u 4 E 4 T A
'E COMPACTION METHOD e
i16 -f ASTM TEST Dl557-70 M ETHOD D
! \ _ AASHO TEST METHOD k MOLD HEIGHT 4.59 MOLO OIA. 6,QQ 10 8 -
NO. LAYERS 6 BLOWS / LAYER - 56
, HAMMER WT. 10 tbs OROP HEIGHT 18 icENiir Car:0N MC 19.1 0*rivuu w,% l 1,o CONSUMERS POWER COMPANY i MIDLAND PLANT UNITS I a 2
- MIDLAND M w r,IiruECei.rt,r COMPACTION ICHIGANGRADATIO g TESTS o 6 10 14 18 22 C TEST PIT 2 TEST SERIES SAMPLE 2** N O. 19
*
- FIELD DENSITY TESTS 22 8 23 DEPTH -
D ATE JUN E l979 TECH. D J/ M e v -
. GOLDBERG,ZOINO,0UNNICLIFF a ASSOCIATES,INC. REVIEWER fGI - FILE 2190F CONSULTANTS IN GEOTECNNICAL ENGINEERING /
7??n-C 7911-2
e J
, GRAIN SIZE DISTRIBUTION U.S.Sr&NOAA0 SIEVE SIZE t as see toas vrce to e 4080 *so to No ao No ao to co aeo am I ! !
e i 64 1 ii t i e fl i ie i il ll di ii *NIl 0 i666 ! 4 l ay
~
t i l ! gg . il ti ;j s l j i g sN s i i i; < e ;e!< i,
- li,I N
#0 .E i ' i i i
'i ti. 4
] 2,,i . 1 6 i t I t i6 e , iii> is !i !!l i isp i i eN t
.B' t j h'I N e il Ii {i 6 e it i,as i, j ti 6 , a jii 4 I i
. I ( I4ia l3 is ; tl j.gs I (f 4, ll j l l i' l l i N l
'vii t tit; et< . ut i. I ti ,i: *6
- i nt s i ! i iN,i II i e s i i ii,I* ! ii is i si! e t 4 ; { ? f I{i te i i i ! !.4 i I t j '
t i l ' f( j l e i e finiti i 16 r; i .*la i t is i0i,I j i i . 't i i I l It t i I
}'i i i %i
;7 6 : i i ; tiet l 4 e; le i ! alii .' i I I, i t si je4 i i : 1,; 1' l6 ffi If 6N yi-1 i l Irisi ( is !; ! !il e i .t **
i 13 ', i ! l i !'t i
- J l ) til iit f iN
- i t i is t il 6 i ! is i teat- is 't ! *! i s
!sLtle i i ?!!- !{ i
[A t t t ; i i ' tui.*
!:'i e e, id lip i . ii'l i s t i,t 6 6 i
!P . i n ' ! t' '
!I . 6 I i .
tgi !'t a i u. ei i e 'l!6 ! t
,, oie i e : -
isi! , i; ' t i i i j 1, >- , ;t i i ni , i i e lii ' i e
!i!l
- l i t '! tile a le is 8Is ' '
, . . , , 4 oti. .- . . . . . g'R AaN. SIZ.E se M.l. . .l WEYERS i
..ii+ ,, i ei,, , e i aCQQ ICO to 1.0 0.s 0.36 0.0 01 CC80LES $1L, CR CL AY
( CO *' .E l FINE OCA4SEl MEDIUM l FINE UNIFIED 501L CL AS$1FICArICN SY$ REM e 4 COMPACTION F SOIL PROPERTIES SolL DESCRIPTION: OLIVE BROWN SILTY CL AY S ANDY (CL) INITIAL WATE ORY UNIT CONTENT 8/o WEIGHT 132 LIQUl0 PLASTIC SPECIFIC LIMIT 348/o LIMIT 15 GRAVITY H
"a; 12 4 -
g COMPACTION METHOD
.i A =
ASTM TEST BMP* METwoo E I16 ' g . AASHO TEST METHOD k MOLD HEIGHT 4.59 M oLD DIA. 6.00 NO. LAYERS 4 BLOWS / LAYER 2.1.
,b H AMMER WT. IO Ins oRoP HEIGHT IS l icEnt m cario= B M P 19.1 N ArW 4 AL W 'To oar: mum ...% 'l3.5 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS l S 2 i MIDLAND M w l s o,$rU.E ce,.r,,,
COMPACTION GRADATION ICHIGAN' g TESTS o 6 -- 10' 14 18 22 C
- BECHTEL MODIFIED PROCTOR BORING NO. 2 TEST SERIES (20,000 FT.-LBS. ENERGY) S A M P L E __._ 2** N O. 19 DEPTH D ATE JUNE 1979
*
- FIELD DENSITY TESTS 22 8 23 ' TECH. I't i M y GOLDBERG,ZOINO,0UNNICLIFF S ASSOCIATES,1NC. REVIEWER D A "'
FI 1 CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220 Cd7911 hE 2190F _ . _
. . ~,. . .
1 GRAIN SIZE DISTRIBUTION [ u.S.SrANDARS SIEVE SIZE am ise vsas inne no e neo e no to eso ao 'so ao no no no too a i , , it li i !, . . i r a na n . , , ,x gg l4)! I i i ll t 8 !dI Id l 'I i 8 I !ft!ll A + 1 6i it 6t; 8 le ' i ii 4 i i t'l ' , ;l * , i iiil 4 6 i T i g Eli l 6 ,e , 4 i 6it4 i til ! 4 ft i 8 i r iis t i i N { cti e i i i i 84 ; it ii ' ia! l ei !I i i t i'! i t \o . t s- i e 'i , i' . ci *, .. *
* ..it is . . . ,t .
An e . 1&iri 1 _ i i s ii ; gili
- I ;
iti ii i;i ; r i c6 i i gn # z' '
- 4 t t I i i f i; e ill'e in til i' l' I a I s s ;l l g , ,gg e,
} la iI. i 4 , e i tl' l 4 A t ';i e i i at Je i i f Il ti i a t ! IlAl i
+ .
}'E Y s i,ei l l}eii e i tI fj t ;l; i i i i .se I i ( ,1 iji! I i :'l ! t 4 i tt i jN 6
4 7i i > ttl+tti 6; it i ti ,J i e i,9 # ,e e i e i t ,, !*) i iti! g i N I'D i.I I (t }il {i sj ? iii - ) 's l itt l 7 ie i l i i's t ') i i 30 lis t i i t !N
- 5
- e i i i . is k i i.ei,< i ii, . ei i i i ni i e 6 , t yte iii ,'
,g hi t . ! ! !!!i ! , *i i
lii i . e t ip i. ,i. i 6 t'l l i i i ti'i i ' l
'l i i 1 ll11!i 3 P i
' I ! ! I' l '* ! l f it 8 i
- l ' bi l I t *4 41 i f
l ,, il ! ! i i 664 la i i; iii; 9 j iii s t I ;l ;e i s im + i i t i i !
, !$ .! ti i !***'m Siz,E in v'iSL[thrfes ' l ' l l, ll f , , ,' , l 6000 80 0 40 s.O 0.1 0.06 e 0.0 01
"'"E* II0"C#
c0Amst paar c0amsel wEmiu ress l unlF1ED SCIL CL ASSIFICarlem SY$rEu COMPACTION i
~
SotL PROPERTIES 126 SolL DESCRIPTION: RED BROWN SILTY CL AY (CL) INITIAL WATER CRY UNIT CCNTENT l3,8 */o W EIG HT 122 Lioulo PLASTIC SPECIFIC LIMIT 30*/o LIMIT 15 GRAVITY A j
< - / T N
s
% COMPACTION METHOD
\
Y ASTM TEST BMP* METHOo gg4 .! AASHO TEST METHOD j McLo HEIGHT 4.59 MOLD DlA. 6.00 b NO. LAYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 lbs OROP HEIGHTA iCEmririCation B M P 20.1
#""*'** l
- 0*rivuw w .v. - 12.5 t CONSUMERS POWER COMPANY I MIDLAND PLANT UNITS I a-2 8 i
MIDLAND M to y, dolStum, 2,,r ,, COMPACTIOd ICHIGANGRADATIO g 8- 10- 12 14 16 TESTS 2 ti.
- BECHTEL MODIFIED PROCTOR TEST PIT 2 TEST SERIES (20,000 FT.-LBS. ENERGY) PL p.g.H -
E JUNE 1979
** FIELD DENSITY TEST 24 TECH. US h6 GOLDBERG,ZOINO,DUNNICLIFr d ASSOCIATES,1NC. REVIEWERS A"
' CONSULTANTS IN GEOTECHNICAL ENGINEERING
. .y -
gg4gFILE 2190 F ~ l 'l'
.~ GRAIN SIZE DISTRIBUTION U.S.SrANDAND SIEVE SIZE t ig io vier vs s ese a ano io wo to w do w so no no no reo 8
ii , ! t
- Ir ' 71'd 2 l 1 I r I ll;l 8
" i ji ei e , 'I f oi l A liltl i it- fi : i e i, lii i l 6 ! ! .N "O
t !#! n sei i i: 1 4- t ia l i i i
- iii N i i<iti 6 i i 't i a f i, g i e , iny i i 1 uit I eX e Gift s e ie i t' t l 1 4 itii
- et
- i!'. X i !
gi,,i i i, i 4 , I n!i sei !6 i i n, IM i i
.e.,i i , .
, , i, ,t, a m 4,..
. . . s. , i
s. . e 6i 6 i e i 4 l ll i' e i i t't i. - '
i fit ti ! I N" i s: i i i e : , ! ; !' i; i ii i i' ' i ni. e lii! ! i . i! T . I
~E.*t i i i e i8 si 4 e i i'i44 i (hI t ie 6 , ilId i t ii b: , ,i i iit i , i ti ; i .oie, i 1.ii i ;) : l >
4 . . .i i i i { iltl h t i iin i N : i
). ,. i olii: . t; .i i m 1. s o,n .6 i, ; . i n,, i i i i.;i ,N
, , D'i t t t !sii n I te 4
- l t ! a 's I e'l i l 4 ,
iil l t i n't i i ! I ils t >% 4, i i i nii: , is ni . ..i,-e 6 i.i i i ,1 i i . n i,, ! , !
- ii, i e i i i it!!i i 1 i. '
i i i si h.l i g l ', t . i i i ici i
, , i ni,,ie. i ,,,a .. i . .i i# i '.i i s . ,
i..,o ,ti i iii i } iiii8 i i4
- i f 1, I, i.i e i ;i , i r i:'t i i itt #
. .,'l!' i i iii.- # i i!iI! !i
<i#4
'P
- l i t i t ,6,,,,, 3, , ,, ,,- 6 7'ERS '
' ' ".I ' {
I H ' '
. .n i i ii.ii e s i .' i i+
i i , i 1000 80 0 10 i.0 0.8 0.0i 0.0 01 COARSE fin E C0AMSEl ME0lu l FINE UNIFIED SOIL CLASSIFICariCN S?SrEM COMPACTION Soll PROPERTIES SOIL DESCRIPTION: R ED-GREY MOTTLED SILTY CL AY (CL) INITIAL WATER ORY UNIT CCNTENT C/o V EIG HT 122 LIQUl0 PLASTIC SPECIFIC LIMIT 31 */o LIMIT 16 GRAVITY COMPACTION METHOD N N ASTM TEST BMP* METHOD gg4 .! AASHO TEST METHOD k MOLO HEIGHT 4.59 MOLO DIA. 6.00 No. LAYERS 4 BLOWS / LAYER 7r.5 H AMMER WT. 10 ins OnoP HEIGHT 18 50ENriFiCArion 8 M P 21.1 O F riwu= = .% 13.5 1 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS l- a 2 - MIDLAND M u.!
.,. )C,Stu)EI CONrt.r COMPACTION ICHIGANGRADATIO g 8- 10 12 14- 16 TESTS o C
'
- BECHTEL MODIFIED PROCTOR TEST Fir. 2 TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLL' 4** N O. 21
*
- FIELD DENSITY TEST 25 DEPTH -
D ATE JUNE 1979 - TECH. Eli &'e GOLDBERG,ZOINO,DUNNICLIFF 8 MSOCIATES,1NC. REVIEWER WyA FILE 2190 F - 13
~ CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220 C. 79112
i GRAIN SIZE DISTRIBUTION
?-
us.srsNoARo sirve size t see tise sece We ese a eso 10 me to #so ao sec eo uso eo e aco I I I e N
- di l slt af i 0 I I J s i # i > NA 94 l i
'k[e e . I I '
- I i 3 ls i li i l 80 6 e i c i , a i'i l iN * * . t 6 e i ? 6 m ; il vi ! ;l {Ni i l' i
** r i , ( a 4 I!i i9 i, \ ' ins,!lt 3! i a 8
- 1 ! .i i
, -! ? I i Nii si : ; e i ., , si .; , ,e a vi h .
apr ' l 8 8? 10 ' I 3' !! Ii e I !!! i l'AI II' Pi! ;
- i; i 16 ' i i.
li i! *
- I iis i 3 i Ni i i ei i , e i ti eI#6 Iie i i tj e 6 l !I i I ,
lji j i j l \l
*: I inlii it li 4 e s. t i i t ill t {; '
{ iaiI 6 I ' l\ _ i i yi .ti!; e i; e i hi.4 2 e i; 4 i e i n;; i - } i viiW i I e Ci. !' ' i t i ; ? lit i! $ i' ; . ; # 101 i i ! i 6'i M t i bb - - t l I i B 5 lel t ; ( ll 8 3 1 jf! *
*! i I; i 1 I 18 l l\ l
{ i i l a l i; ; i 3 i i i ll' l i > 5: I h e ti P e l l' i* I ' 1 tin.I e 1I I i
! I' t (!
- I; I l il te , i i t !!' ! I ii !. i 1000 60 0 10 C"", siz,a in yihinst/ pas !
i.O l[ll 0.i hlfl,' l 0.04 0.0 01 CCAR$E FINE CO AR$ E) h8 E' O lu l FINE UNIFIED Solk CLA551FICarION SY$rEu < COMPACTION SolL PROPERTIES Soll DESCRIPTION: GREY S ANDY CL AY (CL) INITIAL WATER DRY UNIT CCNTENT */a . WE!GHT LIQUID 4 PLASTIC SPECIFIC LIMIT 24 */o LIMIT I2 GRAVITY 128 . U COMPACTION METHOD
!4 ~*
[
/ \ ^
ASTM TEST BMP* M ETHoD AASHO TEST METHOD k MOLD HEIGHT 4.59 Moto oiA. 6 00 , 12 0 < 4 No. LAYERS SLOWS / LAYER 25
-d 4
HAMMER WT. 10 ins oRoP HEIGHT 1 ser=ririCArion 8 M P 22.1 i 4 _ oprisuu w..% 10.0 1 CONSUMERS POWER COMPANY-MIDLAND PLANT UNITS I & 2 MIDLAND M u.i o, rob Co, ire.Ir v. COMPA0 TION ICHIGANGRADATI g 6 8 LIO TESTS o 12 14- E
~ '* BECHTEL MODIFIED PROCTOR. ,
TEST PIT 2 TEST SERIES
. (20,000 FT.-LBS. ENERGY) SAMPLE 5 C N O. 22
'l ** FIELD DENSITY TEST 26 DEPTH D ATE ME 1979 i TECH. n
~:& W ee-GOLD 8 ERG,ZOINO,0UNNiCLIFF & ASSOCIATES,1NC. - REVIEWER NMu
_ CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C'-79-11-2 FILE 2190 F 1
GRAIN SIZE DISTRIBUTION u.S.SrANQARD SIEVE 582E
'* ise one una y,in
; i. :
eso a eso e nic to mio ao eso ao No co =0 too i i si i i ii .I : ; ,i
' ie i l i As _
is ii i e .6
- i e si NS ;f a i
,, i i ll i is iTh it i i i i l, i e i n i i; i; IA i i i-5I ' i !
i i i ll i t4 ih 8
\i 8 i f yj i ,- i , i * ; i2 t! i +i ii is i i :4 ; .: i i; i,
eii >
.xi
]r,,!ie is i
!i= ; i is it i ;1% !: i i
; i t i; e
** ii, l i .i. it !N , i
!i tt !. i 4
].+ = t .i e ! I i li a i e t i i! I iL i is il i e% il i !
i e ' i e is 4 i ;i. 6. ; i l; j i
** is e l sj i;io.%,
e
+
4 i #
% i i e }r;l i; e i !ai s i ii -
ei e i i l ti i i 10; i 3' ' i i ~,i '. a
; !- H.is s , ; ; iisi t i 6% N '
i
,! i: ! . it i + c ii > i . ' n ,, , N i g i i is . -i a ii i , b i; ,. i ; iii i , A! ;
i .
! t i .i .
oit e iI e i ; 106! '
#'s e
,o 1 i
e6 eii I, li! , i t i,H t i %
, f ' ,fl f G"a Aia, Saz,g am ui autThms ! ,f f f hl , ,
iceo ioa io ..o a.. o.oi o.co } consLes c ,,,,"r - Sitt on etav risic coAmsel uro u l rieir us.lFIEe SotL CLAS$ir CArioN SYSitu 4 COMPACTION I SolL PROPERTIES 136 Soll DESCRIPTION: BROWN CL AYEY S AND (SC) ' INITIAL WATER DRY UNIT
- CONTENTM*/o WEIGHT ,
132 Ll0UID PLASTIC SPECIFIC LIMIT 1% LIMIT 12 GRAVITY M u a:
~E ,/
COMPACTION METHOD !
$ / )
Y. (T ASTM TEST BMP* M ETHOD E 124 .a AASHO TEST METHOD l k MOLD HEIGHT 4.59 MOLD DIA. 6.00 i NO. LAYERS 4 BLOWS / LAYER 25 l HAMMER WT. 10 lbs OROP HEIGHT I8 scrarirication - 8 M P 23.1
" "' "u u = t. 8.0 t CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND M la
- v. oi$ru.c cas.res.r COMPACTION ICHIGANGRADATIO g 4 6 TESTS o 8 10 12 E
- BECHTEL MODIFIED PROCTOR TEST PIT 2 TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 6**' N O. 23
*
- FIELD DENSITY TEST 27 DEPTH D ATE @E l979 .
l TECH. L,1 h M y GOLDBERG,ZOINO,0UNNICLIFF & ASSOCIATES,1NC. . REVIEWER GA . 2{}
~
CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220sc.79."11' ELE 2190F __.
I l
-1
(- GRAIN SIZE DISTRIBUTION u.s.srs=o4=o sirve size tin ino vsne vene no a no e mo to se soaceo ano co mo too i i : , ii C n , l , 1;l i i
'U ll i 5 7N! ii i , a hl l l ' li 8 1; A 8 6 i j 81 si i ( . it s ie :!il N i i 14 t 4 i i i !1 *n '
i t s i: 1e i aN ! i i 41 i ro I '
- 'Ii
- 4 ' '" h '" 'E ' '
, $' '# i i * , 64+4 !! t4 +t\i sit i i
** ~
si g, e
, e
, , e . i i i t i .i i; !* 4 's i, i p ; i i i l t i' i i- i, I; TNic i i l av 8 e '
10 ' ll ' itt i i le . 6' I! iki 8 I i 6{ n lY t 8 I i_ ! ! ' t # E II8 : I4 I 18l l I' ' ' i t II'l 0% 4 II'I I I l%e , 4 I li. I ' t !i L .i ! I i i
- l it I i; !l ie 't i i 1 '.N l!!III i i
\hl' i t ti i; P , 'as s i f i i t, 6 i e aa it , t ? l l Niji; f i l Di' l il e e ; ? l i l e e 's li! ; i l i "i # } } N it i t I! I Ii l 8 i e al 4 t' il & I a e f it 6 i { .N8 e I f
}- '
*1 e i jj 's i ,
If f it 1,' il e e li'l i l i*i %i I ' j ' I iI ifI i 3 i e li f I' 18 .I8 8 8 lid ! l t ll h i 6i '
, , ! #i ili h ;l , i j !* i 6 i i i l l l f ! f f GRA888, slZ,E IN Mii, LIM i 45 ! ff , ,, f ,
toco 50 0 ao a.o 0.I o.os ocos i CoAR$t FINE Co&R$tl WEDI l FINE UNIFIEo Solk CL ASSIFICAfloN SY$ REM 1. I COMPACTION SolL PROPERTIES 136 SOIL DESCRIPTION: GREY-8ROWN SANDY ! CL AY (CL) INITIAL WATER ORY UNIT CONTENT R */o W EIG HT 132 L10Ul0 PLASTIC SPECt'IC LIMIT 22 */o LIMIT ll GRAVITY t it: l N I
]G K CO M P ACTION METHOD
\
5 [ ASTM TEST BMP* METHOD gg4 AASHO TEST METHOD k \ MOLD HEIGHT 4.69 - MOLD DIA. 6,00 NO. LAYERS 4 BLOWS / LAYER 25 l HAMMER WT. 10 in$ DROP HEIGHT 18 i socar:Ficatio= 8 M P 24.1 i'
""*'"'"* 1'
""' M u M w .% 10.0 1 ~ CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I 8 2 MIDLAND M ta v.doistoece,,re.r COMPACTION ICHIGANGRADATION g 4 6 8 10 12 TESTS o C
- BECHTEL' MODIFIED PROCTOR TEST PIT 2 TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 7** N O. 24
** FIELD DENSITY TEST-28 DEPTH D ATE JUNE 1979 TECH. MMM GOLD 8 ERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER N'/l< m FILE 2190 F CCNSULTANTS IN GEOTECHNICAL ENGINEERING - /
__7Erlic-7A&7 J
c GRAIN SIZE DISTRIBUTION U.S.SrANoARo SIEVE SIZE aim sine vsse va ins aeo 4 to io no to a n o ao ao ao no co go too Ii! i $l f le ir l { } ll;l { i f Iti i ii i ll ; Nk t i l l
,1, _i_; I t lil i lt ' is 8 li We ' . . I i'
- liil t ill ii e il i i I4 Il!ii i N I!!i' iii i, le !, i= ! se i i j i. i; ! iN:
it 4 , i nii; , ; .: i _i4 n; i. . . i n.h
'C j g, .,i i 1 e attii t. ; is ic ! ,4 ! ; i mi i i X
.si. i6,: , ; , , i i,' i .; .
. i e i .. , iN
;, , e ini ii e i. l !iit i e i iii 4 ; ; i n: ! t iN
** i.ie4e illi i s' i; i iii ii . I lit !I'
- 6 : "' i ! ' T-
] ar' i i n!!i . : i, 4 , ante 4 i iiu l l i + .' ! , t i i.i i , t i 4 O
,, y, i , i;i i i i ,a i, t .i.i i :; i ! .o i s i ;l ; e : s i.9 4 i ! I T l t 7i e i 4 14 l t ! ' 4 Ji 18 i 8si,s ' i ! i,t i i 4 e i lilij ! ' l j li N 1 i 38 '%;
- 4 i ! tili . : ! ! . i; i 6iii: leii ; ; i s "! ! i i e it s e % I i if a i ni, -
D; . i Ii ii ie ' 6... lii's i j i i; ' ili. 4 i ., i s; f I t il 4 i i s i i.i i ! , , i i j li t i it e i
. N i N
'i.i j g i it!!i 6 68 li e lil ! ! I' l i'i l 6 i '
t iist I ! I i i IN
.iii , , .6i12 i ,< : pi i n i .i t ;i ; i i 4,4 i i e fooo io C !G'". S'*E i= u$iutrIRs !
. 'l[ll Olll l ioa ..o o. o.oi o.coi GRAVEL Samo CCa*SE l FINE COARSEj utDluu l FINE UNIFIEo SQlb CLa$$iFICArleN Sy$rCW COMPACTION S OIL. PROPERTIES 126 SOIL DESCRIPTION: RED BROWN SILTY CLAY S ANDY (CL)
INITIAL WATER ORY UNIT l CONTENT.L ,S.,*/o W ElG HT 122 LIQUID Pf. ASTIC SPECIFIC LtMIT 27 % LIMIT 15 GRAVITY a f 118 Y -/ (( G D COMPACTION METHOD ASTM TE37 BMP* METHOD gg4 .! AASHO TEST METHCD k MOLD HEIGHT 4.59 MOLD DIA. 6.00 NO LAYERS 4 BLOWS / LAYER 25 HAMMER WT. 10 lbs DROP HE*3HT IO IIO i intariricarios B M P 25.1 l oprivuu w-.% 12.O t CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 8 2 ' MIDLAND M t.o of, oisrulE co,I rE~r COMPACTION ICHIGAN-GRADATI g 6 8 10 12 14 TESTS 2
\ u.
'* BECHTEL MOOlFIED PROCTOR TEST PIT 2 TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 8** N O. 25
*
- FIELD DENSITY TEST 29 DEPTH D ATE JUNE l979 TECH.- 3'd W h GOLOBERG,ZOINO,0UNNICLIFF a ASSOCIATES,1NC. REVIEWER 92A w FILE 2190F 22 CONSULTANTS IN GEOTEC;.NICAL ENGINEERING '
722'0-C-79-11-2
- . - < = .
3 . . . l 4 GRAIN Si2E DISTRIBUTION l W.S.SrassCARD SIEVE $82E 3 ese. vee sesse vaas no a no io no ao no ao no ao no co no too j Ii r k I fi -
. L' ' I 4 i
'i i ' i 90 t l ' fr *
'I ! le i li ' l i hm '_
** I~ i ei i (l - e il l l e t, a ltN ,
N
+ i t i . : 4l l i. , 6! , iii9 !
O E i t i i il - i te ti '
! . ' l e 6.
- N l i4 i a4 !1 ; let' j! ' ei ' i i li* i J, .. e .i l t- N 4
, ..: i , ; 4 , .
o , i, i, ti . . v i. i s
- 3. i t i I IL iis i le* l Hvis i8 t! s' l i I t i e i t llN !
4 r ei- i ,it e t ; i t i; e sii+6 i, , ci it l'i i #i.,e i i;;st
$7 f +
l 1 i sit t 6 8 t i ll i istit 4 I !;! Il' iei i ' el i i i 1 4
' l((
, T i e i i i.ii!i- tI ij t. 1t' i i is t t. ll l i .' 'i ? + 6 '! i 4 N
'I t 6 i t iti e i l 6 i si i !I! i i 8 4 li 8 e i 19 t
- i Ji, Al 30 IU ! ' i l i fli 8 v e i s i; ! lil e t p 1
t i l l t ?' ! i
- 1 til '6N' i 16 ' e ! 6 iii . f i i 3 k e e s i . 'l 3 ti i i i e l i tif : , j ji
-20 !f^ t ! Ii8 ' 1; 'i# ! ' ' 4 i i'! i i'I < 46 .
i . is. i t
- k . ! # ; i' o ! + e 5 t i i .e i . .' .' is t
, ,, ifi: I t li i! , ': ' e i i i et i. ; i 'i t i i i 1 0 8000 10 0 so s.O O.4 0.os 0.0 08 f a 1' GAAvfL SAND COARSE l FINE 00 AAS El MEOluM l FINE , U8stFIED SOfL CL AS$1FIC Ar!CN SYSrEM COMPACTION SOIL PROPERTIES I SOIL DESCRIPTION: GREY SILTY CLAY S ANDY (CL) INITIAL WATER ' DRY UNIT i. CON TENT l4.2 */o WEIGHT i 126 UQUID PLASTIC SPEC 1FIC
- uMIT 28.% LIMIT 14 GRAblTY t
j : O A- , 122 -
- g COMPACTION METHOD 4
s l Y ' ' ASTM TEST BMP* METHOD i E 4
- AASHO TEST METHOD il8 +-
$ MOLD HEIGHT 4.59 MOLD OIA 6.00 NO. LAYERS 4 BLOWS / LAYER d Nh HAMMER WT. 10 ins oROP HEIGHT 18 t
ICE =riFicatioN ~ B M P 26.1
. N aru R AL W.*Y, '
- Cariuuu w.% 13.0 1 CONSUMERS POWER COMPANY -l-MIDLAND PLANT UNITS I & 2 MIDLAND M w
. . v. )C,$ru E e,)rt,,r COMPACTION ICHIGAN-GRADATI TESTS o I :8 10 12 14 16 G~
- BECHTEL MODIFIED PROCTOR TEST PIT 2 TEST. SERIES
'(20,000 FT.-LBS. ENERGY SAMPLE 9** ~ NO. 26 7,, FIELD:. DENSITY TEST 30 = DEPTH -
D ATE JUNE 1979 { TECH. d1 M' dt/ i-1GOLDBERG,ZOINO,DUNNICLIFF a ASSOCIATES,1NC. REVIEWER t /M w
._ CONSULTANTS IN GEOTECHNICAL' ENGINEERING .~
M
/220-C-79-11 ILE- 2190 F .
~--
T
~ GRAIN SIZE DISTRIBUTION
/' u.5.5,4NOAnQ $lEVE SlzE
, := i= w = ve s. o. =e n o ro no 4o =o so wo oo o neo
'00 -
i # :4 > 46 ; , ett!I i ei h' 6. , i li If i TMll i
) t ! li i G li 8
- I! N
- i. it i ( i d i! i ! lir' N
** i
!!i s i !, i e ! !; ' o- ; i , Di i %
J E; e i i ,6 i< i 4' ti 5 i 3 - ih \
' 4ii . tie !9 , ! ! " ii ! i il! "b
" is ei j . . i; q i ; , si i; 'i , i i d;i i 1;;; ' i e i i i = ; i6 4e e _', ; ; 16e w
,, he t !! ;i i; a H ! . ., li I! a N' 21 ,
it i ! ,, .i ,in,ie t i;i , ei i .' ii i.I U-oh ! , ! Y
'C ,
.ii-
.it;;
, a it .; i .it ti. Uil i I; I ; 14 .. ! i I i N
- )t;:
. i; 4 ; . . . ' ,, , i i i
_f.i. 6 _ i X 164.i i ! . !; i 6 H . i 's P i i ; ' iP , I I i 75 30 1 *!; t . ! iiii i ; i , ! !i i pi ; e ii + 3 i n; , t t lhe I 11111: 1 i I; l if t i is 4 il I . i t i' li 4
,6 '. i lit t i; e '
4 a n . Iu ! R a . ti.tri t sii It'!! . 4 i I; i.il si t. 4 ; e 04I !
, C"", siz,e in wil[iberhns ! , ' [ ,
f,. ,. 4000 80 0 1 t.0 0.8 0.0s 0.0 08 i. ce p c0Anst Feng coa'asgl utoiu l Fimt UNIFito SOIL CLAS$tFiCArl0N $Y$ REM ? a COMPACTION l' SolL PROPERTIES SolL DESCRIPTION: RED BROWN SILTY CL AY (CL) INITIAL WATER DRY UNIT ^ CONTENTM*/o W EIGHT 122 LIQUID PLASTIC SPECIFIC LIMIT 3 3 */o LIMIT 16 GRAVITY
% m 11 8
/[
E h COMPACTION METHOD - 5 \ ASTM TEST BMP* K METHOD
.!'s gg4 \ AASHO TEST .
. MitTHOD 4
g \ MOLD HEIGHT 4.59 MOLD DIA. 6 00 NO. LAYERS 4 BLOWS / LAYER 25 f IIO HAMMER WT. [ _lbs OROP HEIGHT IO '
#0c=riFicar:Cu 8 MP 27.1 -
NAruRAL W.*% Omuu a.% 13.5 - CONSUMERS POWER COMPANY MIDLAND PLANT UNITS' i - S 2 MIDLAND M w of. Iisru.ccc,,re,, I COMPACTION ICHIGAN-GRADATIO !E 4 TESTS G
' 10 12- 14 16. 18 C
- BECHTEL MODIFIED ' PROCTOR TEST PIT 2 TEST SERIES-
-(20,000 FT.-LBS. ENERGY) SAMPLE 10** N O. 27
~ *
- FIELD DENSITY TEST 31 DEPTH -
D ATE JUNE l979 TECH. A,A' GOLDBERG,ZOINO,0UNNICLIFF 8 ASSOCIATES,1NC. REVIEWER EWw FILE 2190 F CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C-79 *11-2 2
- s . ,
GRAIN SIZE DISTRIBUTION u.S.STA NoAAo Sitwt St2t 5
- = en teau n a eso s no e no te aso me w ee no co e s*
jil ill n f t is i % i bl l l t .f h l I l l e l t # i i 41 l i. '*j t i t . I I I i( l1
- ll 8 5I l th lN i I. L fI { j i ' ' ' '
so el i *l 8 is
- l_ if l 6 l ia s t ,) e i N iill ! I i 7, a i. i e i i i 4 e 'tisi i t, it i_
- N et i I d6' 8 !8 ; tIf ' !! I4 ' I e ' i !'!M t i g ss a '
; .' i .I . o. a i i + e t ..i ~ iX , { 4 a, s
!_4 6 64 'e l li i(! d d tie ll e lii: f N l t t et i illi . { ! i; e I! il 9 fii (ll i
- l i i' t i %si i
$0 I'I t i ; i.t it* I, e i et i# i%~ j i re ,' i , l l t; e i j lA i 1 4e i
~
'F i i !
e
! i ii 6 ie ,
i,i, i ; e i; e . .i..e a .. *i 6 s e I i ,l o, ,i t i . . 8 i es f , 4 e 7%. I i i i.; i
- i i p i . *N t !
D .I i i liit i e j ie i; a leii t ) if T ~i ; Ii t I i* l' a i i% t 3 i I 6 ill t l l I !' N e !,se. l is t }i. 6 s i .{ j i e it i s i i \ D' I i lIll is i ij l'l i ! k di i ii i i . il'f l i i ' 33 .i . iii i , 4 i. , ii! , , r .e i. i
- 1 :,e i ,
L,_ H:! Hit ,
,g .i I iiii i t4 Ill ! 'I tii ,) , t l i!'i ! I 'il l _
! ! '!!! ' " ' II ' '
o' asAIN,SiZ,EIN WI LtWET,RS
' I ' ' ' ' ' ' '
40 0 o soo no s.o 0.e o.oi 000 coamse powg cosasti w roit l Fis E UNIFIE SOIL CLa&SIFICafioM SYSitu COMPACTION SOIL PROPERTIES 13 4 Soll O ES C RIPfl0N: GREY-BROWN SILTY CL AY S ANDY (CL) INITIAL WAYER ORY UNIT CO NTENT,jlg,*/o WEIGHT 13 0 Liculo PLASTIC SPECIFIC LIMIT 26 % LIMIT 13 _ GRAVITY i m:, i 4 12 6 E COMPACTION METHOD l J A
~[ % ASTM TEST BMP*' M ETHoc 12 2 j \ AASHO TEST METHdd k MOLD HEIGHT 4.59 MOLD DIA. 6.00 l r N NO. LAYERS 4 BLOWS / LAYER 1 '
l HAMMER WT. 10 lbs DROP HEIGHT IO il8 C- - iccartrication 8 M P 28.1
"'*"""*** I o reuumw,% 10.0 +
CONSUMdRS POWER COMPANY
- MIDLAND PL ANT UNITS I & 2 ;
MIDtAND M to 1
. oisr u.c co,,,,,,
t - i COMPACTION ICHIGANGRADATIO g ;
- TESTS o 6 8 10 12 l4 ' C '
( " BECHTEL MODIFIED PROCTOR
, TEST PIT 2 TEST SERIES (20,000 FT.-LBS. EN ERGY) SAMPLE II** NO.' ~ 2 8
*
- FIELD DENSITY TEST 32 OEPTH D ATE JUNE 1979 TECH. M t hW GOLDBERG,ZOINO,DUNNICLIFF S ASSOCIATES,1NC. REVIEWER " O '-<'
FILE 2190'8 -
. CONSULTANTS IN GEOTECHNICAL ENGINEERING J 2D 7220-C- 79-I1-2 1
p
,n., w. e-. .w + m , u - - - - ~ n 5
p' . c G e*
'MO ft w C.
23
,n3 hbO
# ::.s
*n-
' 2 i'*
b 7220-C-79-11 26 k - +,. . ~ - . . :- . . ~ ~ _ _ . ,
4* g e e e O M U D DQLS M TEST RESULTS l
)
l l I
- l 7220-C-79 33.g g?
~
FIELD DENSITY TEST RESULTS FILE No. A2190F (~~ ' REPORT No. 19 SHEET No. DATE A 11 70 PROJECT hidland Nuclear Plant LOCATION llidland. MI. OWNER Consumer Power CCNTRACTOR Bechtel WEATHER CONDITIONS Fair 54-77 REMARKS Summary f est N #2 i FD ' A pprox. M a x. Dry Dns. Optimum in - Place Moisture Compaction Romerk: Test Elev. corr for + 3 /4" Moisture Dry Ons. Content (%) No. (f t ) stone (pef) Content (pcf) (%)
; B!!P IIC BMFt%) IC B11P MC 20 632tl" 112.0- 119.0 16.0 14.0 113.4 15.4 101 05 21 632 1" 112.0 110.0 16.0 14.0 109.7 20.3 08 02 631 I" 5
22- I 121.6 128.5 13.5 11.0 113.0 17.0 93 88 23 G31 1" 121.0 128.0 13.5 11.0 108.5 19.9 00 85 24 630 I1" 121.0 12.5 116.4 15.8 96 25 G20I1 " 118.5 13.5 116.6 17.4 08 (, 62811" , 26 127.1 10.0 128.7 11.3 101 27 62711" 132.0 8.0 124.8 9.9 05 28 62611" _29.4 10.0 129.5 9.9 100 20 625 I1" 122.5 12.0- 117.5 17.1 96 30 G2 7 .5I1 " 120.5 13.0 119.3 14.3 99 31 G23 . 5I1" 110.5 13.5 113.8 16.6 G5 32 622I 1" 125.5 10.0- 117.6 15.6 94 l I l l { BMP - Bechtel Modified Proctor N. Jn% h "d a MC - !!odified Compaction AST31 1557-70 PREPARED BY David W. Caprio REVIEWED BY GOLDBERG,2OINO,0UNNICLIFF n ' ASSOC., INC. 7220 C-79-ll-2 FIGURE 10-4 9< GEOTECHNICAL CONSULTANTS
~'
r { 3- . (' f i f ( l r i i i 1 I 1 l l ) l
=-
C 2 t
; ,m ._
,, - =
= ,n
.d,
~ k !; 6 I .\ :a 5* 1 t
,N t
t-b 7220 r-79112 o
- .r
e 9 (
. O IN-PLACE DENSITY RELATIONSHIPS
( . 4 30 7220 C-7911-2
\
r- FD28a l\
' FD26e (
\ ZERO AIR VOIDS
@ Gs = 2.72 h ZERO ' AIR VolDS e FD 27 @, G s = 2.75 124 g, s \
NxN
- u. y%
S l20
~ \.
\
E eFD30\N
$ FD 32 s eFD29 o FD 24 e N\e FD 25
! $ NNA FD20 22 ( II2 .
,{
FD 21 0 i FD 23 e i 108 8.0 10.0 12.0 14.0 16.0 18.0 MOISTURE CONTENT (%) REMARKS: FD 25 8 29 IN PLACE DENSITY DETERMINATIONS PROB ABLY CONSUMERS POWER COMPANY INVALID.
' MIDLAND PLANT UNITS l a 2 MIDLAND, MICHIGAN IN-PLACE DENSITY R EL ATIO N S H I P S !
COHESIVE SOILS _[. TEST PIT 2 D ATE JUNE 1973 TECH. JCW/DWC FILE 2190F j REVIEWER C7M GOLDBERG,ZOINO,0UNNICLIFF & ASSOCIATES,1NC. ' l CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C-79-11-2 31
f I ( l i me
=.
3 C 9
,2 C
o
<=
=
(T x i t_-
-90 an 7220-C-79-11-2
-N FIELD DEf!SITY
SUMMARY
( . ( '. 7220-C-7911-2
7 PLAN VIEW i TEST PIT 2 - a ( I I i i 1 i I i ji I k, I b i l i '. Il A .j d i i 4 30' P, S C ALE I" = 5'
+-
Wk I. GOLDBERG,2OINO,DUNNICLIFF S ASSOCIATES,1NC.
' CONSULTANTS IN GEOTECHNICAL ENGINEERING
i SECTION A- A TEST PIT 2
- 634
' l
- 633 OFD21 OFD2O 632 p OFD23 OFD22 631 Q t
NORTH OFD26 O FD 29 OFD24 OFD28 O FD 31 OFD25 OFD27 OFD30 630 629 - 628 g 627 p 626 % { FD32 622 O REMARKS: O' I) LOCATION OF FIELD DENSITY TESTS ARE APPROXIMATE.
- 2) ELEVATION OF FIELD DENSITY TESTS ARE 11" 8Y SECHTEL POWER CORP.
SUMMARY
OF FIELD DENSITY TEST RESULTS MX M AX. DRY DEff 53TY OPTIMUM IN - PL ACE MOISTURECOMPACTION T N-ELEV. CORR.FOR (FT) sup. p ty STONE uc ..
*'N5 sup ,
c p"'- oRv- DENSITY CONTENT (PCF) (%) sup (%) we FD 20'632.0 112.0 119.0 16.0 14.0 11 3.4 15.4 1OI 95 FD 21 632.0 I I 2.0 I I S.O I S .O I4.0 10 9.7 20.3 98 92 FD22 631.0 121.6 12 8.5 i3.5 1 t.O I13.0 17.0 93 88 FD23 631.0 121.0 12 8.0 13.5 I .O 10 8.5 19.9 90 85 FD24 630.0 12 I .O 12.5 , i16.4 15.8 96 A FD25 629.0 11 8.5 13.5 116.6 17.4 98 FD 26 628.0 12 7.1 10.0 12 8.7 11.3 101 k FD 27 627.0 132.0 8.0 12 4.8 9.9 95 FD28 626.0 12 9.4 iO.0 12 9.5 9.9 i00 FD 29 625.0 122.5 12.0 117.5 17.1 96 FD30 624.5 120.5 13.0 l 19.3 14.3 09 FD 31 623.5 119.5 13.5 11 3.8 16.6 95 FD 32 622.0 125.5 10.0 117.6 15.6 94 se BMP - BECHTEL MODIFIED PROCTOR (20,000 FT.-L8S. ENERGY)
*
- MC - ASTM Dl557-70 METHOD D REMARKS: ,
FD 29 8 25 IN PLAbE DENSITY CONSUMERS POWER COMPANY DETERMIN ATIONS PROB ABLY MIDLAND PLANT UNITS I B 2 MIDLAND, MICHIGAN FIELD DENSITY TEST SUMM ARY & LOCATIONS TEST PIT _2 DATE JUNE 1979 TECH. DWC/JCW , REVIEWER 7h ' FILE 2190 F 34 7??n. r.7 9.11 2
s PENETROMETER READINGS i s L 7220-C-79-112
l I I 3 e' me
= :,
O O f
', C3m ,t
'WC
' :3 3 70 m rd n O
- n r*
-(
t. 3o 7220.C.79-11-2
4
/ PENETROMETER REA TEST PIT NO. 2 SOU T) 634.02 4 5' " 4 5 ' - --
633.01 4.5 4.5 4.5 4.5 4.5 4.5 632.02 4.5 4.5 4.5 4.5 4.5 4.54.54.54.54.54.5_41 4.5 3.5 4.54.54.54.54.54.5 6 31.0 1 4.5 4.5 4.5 4.5 4.5 4!O4.54.54.54.34.535_ 1.5 4.54.04.54.54.54.54.5 630.01 4.5 4.0 4.5 3.5 3.5 454.54.54.54.54.54.5 a 4.5 _ 4.54.54.54.54.54.54.5
+I 629.01 4.0 3.5 4.5 4.5 4.5 454.54.54.54.54.54.5 h 4.5 18-w
.. 454.53.54.54.54.54.5 g- 628.01 4.5 4.5 4.5 4.5 4.5 4 5 4.5 4.5 4.5 4.5_4.5 er5_
O 45
- 4.54.54.51.54.64.5 5 j !-
T 627.01 45 4.5 4.0 3.5 4.0 4l5 4.5 4.5 4.5 4.5 1.5
> 4.0 td 4.54.04.54.54.54.54.5 4
J td 626.02 4.5 4.5 4.5 4.5 4.5 4l5 4.0 3.5 4.5 4.0 4_,5.p 5_ 3.0 3.54.54.04.54.54.54.3 p_210;t 3.0 3.0 4.0 4.5 3.0 4 5 2.5 2.5 2.5 3.5 3.5 'Q 30 3.04.54.54.0404.0%.5 i
$ 2 4.01 3.0 f.5 2.5 4.5 4.5 4.5 4.0 3.5 4.5 4.5 4.5 Q 3.5 3.02.54.03.02.03.04.0
- l 625.01 4.5 3.0 3.0 3.0 3. 0 1.5 2.5 2.5 3.5 3.5 2.5 W3.L 1.3 .
2.51.54.52.04.53.52.3 522.01 4.0 2.5 4.0 4.5 3.5 403.52.54.04.63.045 itOTES: 1) DECIM AL POINTS REPRESENT APPROXIMATE LOCATIOsti PENETROMETER READINGS.
- 2) NUMBERS IN GRID REPRESENT HAND PENETROMETEF R E ADING IN TONS PER SQUARE FOOT,4.5 TSF 13 T4 E M AXIMUM READING THAT CAN BE OBTAINED WITH
-) POCKET PENETROMETER.
\
I 3) SC ALE USED - 1 INCH = 2 FEET b , GOLDBERG,2OINO,DUNNICLIFF 8 ASSOCIATES,1NC. l CONSULTANTS IN GEOTECHNICAL ENGINEERING I
DINGS WALL r = 5' = 45 4.5 4.5 4.5 4.5 4.5 LS 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 f.? 4.0 4.'o 'h >.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 i.54.54.54.5 1.54.54.54l.5 - 4.5 4.5 4.5 4.5 4.5 4.0 '5 4.5 4.5 4.5 , 5 4.0 4.5 4l5
. . 4.5 4.5 4.5 4.5 4.5 4.5
> 5 4.5 4.5 4.5 J 4.5 4.5 4 6 4.5 4.5 4.5 - 4.5 4.5 51.54.545 _5 4.5 4 0 4.5 4.5 4.0 45 4.5 45 4.5 '54.54.54.5
.5 4.5 4.5 4l.5 .4.5 4.5 4.5 4.5 -
4.5 .31.54.04.5
.O3.03.025 3.0 3.0 2.5 3.0
- 3.5
.53.53.53.0 A.L5_2J 3l.0 2.0 2.5 2.5 3.0 2.5 .51.53.54.5 'O3.03.038 2.5 3.5 3.0 2.0 3.5 02.02.02'5 - 1. J 4.5 4.5 4.5 1.5 4.5 1 CONSUMERS POWER COMPANY 3F MIDL AND PL ANT UNITS I & 2 , MIDL AND, MICHIG AN ~I PENETROMETER READINGS {
' TOTAL NUMBER OF PENETROMETER READINGS I THIS TEST PIT 368 TOTAL NUMBER OF PENETROMETEP READINGS TO D ATE .368
. TEST PIT 2 DATE JUNE 1979!
TECH DWC/JCW FILE 2190F REVIEWER 7 Add 37 7??n r 7Cr_117 _ . _ _ _ _. I
p-l } 2 a 3 W s J U i i s 3 1 ) r f (%: y s { t .m m , , .
BECHTEL ASSOC. PACFESSIONAL CCEP, SUPPUER DOCUMENT STAMP he$ i. nona mar raocrea I' a 3 dd.c i wons may raocesa suon=T n=at occuw=T. ; Categ0ry VENDOS - comT 10 ( EEMNoYe$s'iEcaE' " 3 RS-03041 O arvisa a=o nesve=rf MOnEMAY=ofPMCcffa g, t C atwsw =of asanaan, wons uav racerta L-- ~ ' f3 pop mee=waTm o=w civil i ELE 01. EnNN4Eo7oTSEaEc N4oas.
- am"aovses, P/D EsureNtam"o"Es N Tn!EN fsuprEaEr N E PLEA $g atSU W N D *
- ~ compuancs mTw cowTnacTuas oeucaTicut i
DOCUMENT IN iTS Wg y C. SYO. A C E J M N P Q {g,s WITHIN g/A _wt1K5 g33p, REVIEWED-- g,,,no sTAGT UP 1' Oubcl b S, _IM%J.,7)/ (Lk, i/ak:
, gena, c.., ,
i CONSUMERS POWER COMPANY BECHTEL MIDLAND PLANT UNITS 1 & 2 NOV 3 o m1 MIDLAND, MICHIGAN G 4'a4 TEST PET 3 F AsuusTv. Ti.s nmnAt sumstess Tue rnevous sawn 46 mTs i THAT PA47 CF Twf Q 7545 Sut*4tTTAL SUPERSICf10N67PPtv443 SurmTTAL Thaf IT atP6 ACES. MA 3 This P*4vious SJswff A615 Ass Sy34tfTTAuS3 AhG aDetmotM aTTAcwtNT 0C44 NOT 3urtmtECE ANY PMto Tr.?RECORD PRINT
"~"^"
-l
. t. ,.. .-
Prepared for: Bechtel Power Corporation 777 East Eisenhower Parkway Ann Arbor, Michigan - Ib000 !!!!0
?>1A R 1 8 19 5 0 ;
Prepared by: Goldberg, Zoino, Dunnicliff & Associates Inc. l 30 Tower Road : Newton Upper Falls, Massachusetts l l 1 i File No. 2190F September 1979 )
, - \
AA fF' ms -: ! j D
!c d c .. .:3 7p:3 0 - C '1 9 - I d ' "o '
1
a-Z'- ~' CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2
-MIDLAND MICHIGAN TESTJPIT NO. 3 TABLE OF CONTENTS No. of Paces-1.0: Photographs of Test Pits 4
.2.0 Laboratory Testing Data Surzary 1 13.0- Proctor Test Plots 13
'4.0 Field Density Test Results 1 5.0 In-place Density. Relationships 1 6.0 - . Field Density Su.rcary 1
7.0 Penetrorneter Readings 1 I I. i l' I-L
- l. i r, I l
- l
?-i g s
- b 1 'I i 7 Y 9 t 4
- 1 ew '-= Nf4 - -
'I
- ', o Y,,a-
/ *,' , o a8n L 0 O a n, n 2
.D, n ?..-
I' a .: o
.o
-7220-C 7912 2 O
p'~ , t PHOTOGRAPHS OF TEST PITS P
^=
72?O-C-79-12-2
l l wit;gn
,u ~ n. . c; a: w. ,x
- - ?ln;k!&,1thl i
,. e ei,7
~ zy n
.. s l
).
c; g_ l ?+*- m&.,. ,
; ! y' M ~
gll?')G
,u .: t
.)%p. i . 9%j I11! !! !! I i ti w/ r;>;g
.- ,a td. '
Excavation in progress, w .. . , . , - s.. .- - .;. ; g..
. t ,.
*.g .;.,,:[.
' ' ~
.,. : ,,y a _- -; .f; ._
l%
. . .: . - ?..
.a, ..
[ ' .l , . . ' yml
- a .[' f _ . .' - >,
= .?
, ,% . & {-
l N - Cf -
'+ . 4. y : . j~ y
- t. A
'u ,
n-
;~ff . 'ff
.h .
-. : - t p. r; , ; f. ; , A - ~ . ' ' f; diw y 4 ; _ - y .' ..;J , ,.4 f- h ,
d5 ,,; , :L :p _ AV _
' .; - 2. , 'N[" ; ;h" -$. , ,[ . . N ,.[ .ja; '
~N
- Southly view of excavation. Work halted due to presence of two pipes which were to 'oe cur 4"i ra oved.
CONSUMERS POWER UMPANY l M10L AND PLANT UNITS l S 2
- M 10 L A N O, MIC H I G A N l
PHOTOGR APHS OF TEST PITS { 3 D**}D e o Ju o Ju
]D ..\
A 3 TEST FITg PHOTOGRAPHER me DATE JUNE 1979 REVIEWER GOLOSERG,ZOINO,DUNNICLIFF S ASSOCIATES,1NC. FILE NO. 2190F t CONSULTANTS IN GEOTECHNICAL ENGINEERING d 7220-C-7912-2
i N _. .f M & [ g . [~ '
. . . . . . . ly l .
< . & .9 -v '%;-f x~ - xMf y .:*.Q , ,
ll. 'k I . l l ~.f.e . .: '~" i :l' n l ;- ,
$,[ -
-}l3j, ~
? . ,
p .c , >w;' ., .,; . 3 y .; *. ,, . , ,
- .- .g: g;
.g., ..;
n e, 4 l F.. gy :f. _ , . Ly.. w tpg
} , ,. ; - 4 Ag' p" .
. n ...
. ._ g ,g ,.
; ' j.
1y?". ..
,i . , " ' * * ' gkjd- . -f r .f , (, . J '
[,, ;
# [I; -
f ' ' :.[ . ,
- e. ;
a- .. . y., .. 4 . . g. -
.-. 5.
-:. y.'
3: .. , - . .
k. i '
) )> MNN ; j! !!:F & ..b:l .L'l , (.
.;.'._ ,~ .
. ' N % . ,h
_; * *.{
. f* fe* yf.?. . ; - - 7 9
. s g+ . ". .Q -i.' ',.. y ?
y.
. pts e. &.y, . . . .x= .., ..v
- e . .o 4;..
;-4 y,:g? . . , _ . '. . .
. ~. v o.
cap . Preparation of level surface for Field Density testing. QlL'l. . / . f !< l
.y f S ?k k
~
g eG & .
. '; .: ;.+ - '
~
fp;.g.T';_.f.g
.En; g; 0 %..
'!*.%.$'f;(f,4hW .. - : ! [ 4[,% . .Ry.4[fp[ry;..,6 4 v. l. Ri l
.[ .
..,we p... . --
- w1 g- - .
. *- w , a.:. .+
g,e -- -- 4 r " . * . ,
.e 3,.*;
,,4 $ . . - . ,.c6..: ..
D' .;5 '( / i'/) ..
. [I; : ; -; 3.. '
.%. . M.Q. .'.e#- Mf
... . . , ' . 'Y % y:. . ;.- ~ -Seap. '[s fR. .(. ,- l t .' l } ,;p \_;&
4.'.
, 2 ..
, , + . . -
l*>~l[a :l _. . f,,
-r ,; r.r .[r - ..
h_ js
- =-
3... .. : .* , o.,....
.Wy y ..g,, .,9- . ,1,b,.
.. c . . , .
..t. '. q , % '...3*
, ..I. , ..
,t
.' J' ( ;. * ~ '[ f, . i ?; .. _. -
v.y
'g$p. ..f..
. ~
1 ' ; ..gl.
. 'p ,_
~
yn . .,
. ', a v., .
~ , .
p u.
, j, , .
l Northwesterly view of test pit at approximate elevation of )
- 627'. l CONSUMERS POWER COMPANY MlOLAND PLANT UNITS I 8 2 M 10 L A N O, MIC H IG AN PHOTOGRAPHS OF TEST PITS 1 mm m - -
j ) l 0 TEST PIT 3 D ATE JUNE 1979 cw w , o PHOTOGRAPHER ~. c l REVIEWER I GOLDBERG,ZOINO,00NNICLIFF S ASSOCI ATES,1NC. FILE NO. 2190F l CONSULTANTS IN GEOTECHNICAL ENGINEERING g l
1 1 l l l i 1 l l l
- z. Q, , g Tiy '.Q ,7 -; . ). ~ ' I' E-' l @ i'sfJ,.Tf )
~
1 . L..
- k. . WI 'fi
~ '
,. - e ' .,
.> l lc, l h ty*
_ y , ,, e-
.}
{;
;.w ,,
9 , '(( . ; y e f g; ...p z ,... s '- ~* "' q_ '. , ,- g. )
..:x.: ,p ., .
3.
. n ..
,u L ,% ~ ;,. . ;- u
. .,, { } hs. g i
}*
l s.f. ',
. ,\ g,*;'7'.;K:g .. j ..---
jj..%,fh?ll-h-Q,.;j, -
~
hl,-f;g?tV C; l ,E;:
'I'
~
OYl' fhf i
.f _ -
f.y;.f+..:h..sh. .
~
. +,
*gr.$ .
- 1 *-e. yg. .% bl a ',<$)4 4 Q y+f:, .%#s sn, nap:C%a* %.
Field Density Test #33. Vieu of excavation of test hole. I 1 l 6O l CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLANO, MICHIGAN PHOTOGRAPHS OF TEST PITS TEST PIT 3 O ATE JUNE l979 l PHOTOGRAPHER me-1 REVIEWER l GOLDBERG,ZOINO,DUNNICLIFF S ASSOCIATES,1NC. FILE NO. 2190F CONSULTANTS IN GEOTECHNICAL ENGINEERING 7 ; l p ,g. c . 79-12-2
"~
Wr&. . . ;. Y h I~ S h. ?,*' &, bh ?g $.,,f
.~ Yk' p 6. % ",
I'.1 ; gqiafg'C#4.MM. M L' M -] ,.g . , v.*
. M ' " '. M),; <- :'. O
..,x';;g ,
;.'.i .T ' < .' ;f ., @ > S'/~ "t. g ... ,. c$*,, . : : . sl
,p . .- . < . , &R _
., y
^
' d e . ,, s 7*'; J. - i*
r.% ~ l}w t f' ,..,'\. nP.- , ' . .., y .)'ed -
- 9. ge g > %> '. p.," v }' o . , ~
4 x
,- . , ...4,.-,1-e ; ; .
. 4 ... 9 f.
- ':;. t ,,
,z .
a.
~3.
,..f,,
\
i
?
s<x
- - O ,, ,; :- ,
. . ;! < . . , . . ', 3_
-p},; ~
n+ .,
, ,a ;- . .
;% ,; p c
^
- g w' x . ,
t l,; ..
~. J , ; . ; ...?- . p$. f..
;,s. . .y ? .e , .g m ,, ,w . _ l_* %;, - d .__ .'?C l m: . . .
. . . y a
.'n 1 v s l
. . : .,p. : N.:* .sf
.. . . . , - ~ *. .
g* y
.~_ y _ ~ } :* . _t . >
, '1 19 - l, _
T., ' _i y . - :-
~
O __ s .; ' ..
.;.,_ ; ?c -
},e.g,,.C.fr y' s '; ', Q
.f
'.. .e . . . A
, . . x
.s.. . . . . . . . .
View of north wall benching operation in preparation of j penetrometer testing. l l
,, z , . . _ - - - .
8 [...WMT, # 2dy.']'MM3J67%#9 '
~
9 : j, . ' . . l J *g ' Y* ;-['..%._'t.,_.g
. ,, . Q. < y *.; . ~,.s
+ '
= . . . _C ny. -- ,
.s s.
; e- g
.. W.~
. m. ,. s
+ -
y-
~ ~
.m..9:,
.- f lf *
.,, _g.
h,g . f . ' , - . , N[ . o
. e. ; y . .
y' ,
;. . ..,w..
= , . gy. .
, .s . ,. :2 - .
- f. . ,
o %. , :,. ~ .._ ; ; > .. ; - , -:
.- , , . r . y g + ;c ;
~~., : - 1. ; ,
.4 gh,
.@ M..e . . . s . ,. '1 p .N,. r -, .x .
- i. w View of north wall prepared for penetrometer testing.
Orange markings signify locations of individual tests. CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 M 10 L AN D, MIC H IG AN PHOTOGRAPHS OF 3 1, TEST PITS D *s D
'}'
h TEST PIT 3 D Al'E JUNE l979 { WW D # PHOTOGRAPHER wc REVIEWER GOLDBERG,ZOINO,0UNNICLIFF S ASSOCI ATES,1NC. FILE NO. Zl90F CONSULTANTS IN GEOTECHNICAL ENGINEERING 8 7220-C-79-12-2
- ,t 1
} 1. 5 } > r-3 S 1 c 1 2 i a s I s ee
- u a s .
4 1- e
. fJ
- 6e sc o 1 :n 5 10 3 +3 ff*
3 ,= ,= 3
~n
,t s
d 3 i s 4 a o e i a F 4 l a I 1 1 1 T E i o 9/ ) 7220-C.7912 2 3 m ,_ - _ _ '_
(
, LABORATORY TESTING DATA
SUMMARY
l l 1 l l l 1 4 I i e 72?o.c.79122 10
CONSUMERS ' POWER COMPANY ~ ./ MIDLAND PLANT UNITS. I 8 2 ReWewed by LABORATORY TESTING DATA
SUMMARY
MIDL AND,MICHIG AN Date M" *', Project No. '2190F Project Engr. D.W.C. Assigned By J.Wanzeck Date: Assigned _ Required OO
'.. Og- Oo ID ENTIFIC ATION TESTS ConsPacTOs oz La borof or y Log mo d g De lh -
LL PL 8" s Yd p opet and C Content 200 -2p PROCTOR METHOO 5d. e- z
!d a j;
, g pg, gi g soil Description
_, ;o v> z f 8.
*4 *4 04 i3
~
TP3 S1 29 9.2 26 12 68 28 ($f nechtel ttodified Proctor
- Crey-brown Sandy ASTH f1 -70 Method D**
2 .0 diT5 128.0 - oo S2 30 7.6 25 12 6D 25 Po16 Bechtel Hodified Proctor
- M .0 Crey-brown Sandy
-$ ASTil D1557-70 Method D**
I CLAY (CL) A
..h._ $3 31 11.2 23 11 51 19 PD37 Rechtel !!adified Proct or* 3 Crey-brown Sandy CLAY (CL) y 2l __S4. _
32 9.9 21' 11 66 26 PD38 Bechtel flodi f f ed Proctor * "_.5 Grev-brown Sandv CLAY _ICO SS 31 9.8 22 11 50 22 PD19 Ilechtel ifodIffed Proctor
- Crev-brown Sandy CLAY (CT.)
$ S6 '34 8.6 23 12 53 20 PD40 Bechtel !!odified Proctor
- Crey-brown Sandy CLAY (CL) y S7 35 9.6 27 11 61 23 PD41 Bechtel flodified Proctor
- Crey-brown Sandy CLAY (CL)
S8 36 8.8 22 11 57 20 PD42 Bechtel flodified Proctor
- Grey-brown Sandy CLAY (CL)
~ 9 2 -$ S9 37 10.9 22 13 61 21 PD43 Bechtel flodified Proctor
- Crey-brown Sandy CLAY (CL)
O22 00 129.0 S10 38 11.1 23 60 4 J 19 PD44 Becittel Ifodified Proctor * # 9.5 Grev-brown Sandv CI.AY (CM [ e-a S11 ~19 7.8 21 1? S1 19 PD45 Bccitrol tfodified Proctor
- Crev-brown Sandy CLAL(CQ
.Q:
10
-t m bC in E 8Z (71 p _ _ - - -
2$ EO in M _
. m r-
;D b (n
-t fit tn '
~t tn g
- 20,000 ft-lbs energy ,
** 56,000 ft-lbs energy
} . , t'~ t r
)
4, 70
,= 0 et O
}ft,"
c' i< ?m" I l l-I r l 1 L- ) ' r i h 7220.C 7912 2 12 {' . L .., m,
f { . -- L i - 4-_ 1- ). ' d y ,. s. E s t f d 1 i i s 2 ? ? s a a PROCTOR' TEST PLOTS . 3 Y s e , I t- 1 3
% k 4
p 3
\
y 2- 1 i L 1 ' $~ t s~ r
+
N h. < , i f~ {r 7??O-C 79-12 2 r% ;m n, e ,
I
,~ GRAIN SIZE DISTRIBUTION u.S. STANDARD $1 EVE SIZE
, t ese em vams vtise eso a me io go to no ao eso en no soo no too 6 jj i ,; , se , e e e'.,,,,' I l hi) l , ! I 8
i 1 t i et i 1l i - I } $ $ fd I: I il N ' i t 18 rt }I t 8 1 i t !i 8k ' l C 4 IP t t il i % e i t s'} I{ l t I t
! I ' ' ' ' ' '!
r0 hie t i I t 41 ; ii ! I ' l '! t Id i i i 'i8 I i t !
,, l s! e i e ! j il t i e i t i i is i i 6L i t' .e i is i I ! j ' .i k<ii i il lI I II 'i l illii l' I l ilM i t 6 il i;t i l i di i a li t . I I t i I s.i i i it ii; & i ' t; -1 4il ., j t i 'itii ; 4 I8 , a (; sil i i , _4l 6ii i 4 t s kii4 I ll tt' I t, .a i til t ! .! I 1 ! ;i s I ( t6 i e i e l ' *,i l i i < Nel1 l l l 1 40 Ye # I t.:1ti i : 4- L tii i i f .i: 1 * * . *'4
- I a . 'l - 1 8 I
- I
- i. -
- y. i i e i si.il i ,
* , ' i . i ,' i i p i,6 4 ir i t i : ., *
- l i f: ; i el M. ti.I
~
t i i i ! Ie s a fit i t s ' t :dt ; ; i i 'i ! I i 3C' g , { g ,, ; ; g g,. ,, , ;,,3 ,, ; , ,, j , , , , , q,,, , ,
'I ' ! ! I i\ i
,;,94 , y\
4 iN i , t } ! jet i ii , 3
;i; 6 it - l eil i t . j. , i v e i*i t i l
- it t { t 3 ~' l i il t . .t+', '
I!* s it ! I' 8
'I l 4 ' 9 i l ' hi ' *
! fli i 3 i 8 j
4 4 i i Ii t I i i i I; ! iti 't i tili i it i e i t ' 3' 8 I 11: i i I i '
$ e 0"". 8 8Z,E IN # Er 45 ! fl ,' l , l ,lfll' ,
000 t00 80 EO 0.I Q.08 0.0 0t GRAVEL $AND CCARSE l FINE CCARSEl M EDiu M l FINE uMIFIEQ SQll CL A$$1FIC ArION SYSTEM COMPACTION Soll PROPERTIES SOIL DESCRIPTION: GREY BROWN SANDY CL AY (CL) I INITI AL WATER ORY UNIT l CONTENTR*/a WElGHT 4 132 LICUiO PLASTIC SPECIFIC LIMIT 26.% LIMIT 12 GRAVITY u a;
~
i
~7 COMPACTION METH00 a A
* /
' Yr i
\\ ASTM TEST BMP* METHOD 124 AASHO TEST METHOD
-}5 MOLD hIlGHT 4 59 MOLD DIA. 6.00 NO. LAYERS 4 B LOWS /L AYER 25 HAMMER WT. 10 ltis OROP HEIGHT 18 icENriricAricN B M P 29.1
. Cerivuw w ,v. A 105 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS l' a 2 MIDLAND M te y,do,,ruEcoJrE~r COMPACTION ICHIGANGRADATION l
l l .6 8 10 12 14 TESTS E u f-
- .
- BECHTEL MODIFIED PROCTdR- TESTPIT 3 TEST SERIES l '(20,000 FI- LBS. ENERGY) . SAMPLE l** N O. 29
' DEPTH t D ATE JUNE l979
*
- FIELD DENSITY TESTS 33 a 341 TECH. WLaI GOLDBERG,ZOINO,0UNNICLIFF a ASSOCIATES,1NC. REVIEWER 4TW FILE 2190F CONSULTANTS IN GEOTECHNICAL' ENGINEERING 7220-C<794 2-2
g GRAIN SIZE DISTRIBUTION u.5.STANDAAD SIEvt SIZE sies imevssvan ' a.o a n.o o esc re w 4o esa so meo ro neo rco It!ii ! it!i, t i t is !' t ' t ' 1 I li.18 i i .! I t li! ! ! I I !! t iI6 ei tiiI a i ie !l i iti t4 '3 i lIl ii I fiiIi i ~i lis I t illi li ' h i {li t si I 'i i i i i i i in t i i 6 86i 6 i i is til I i iI t ill i il I i'lIl l ( 't N I 8 t 8 h! Ii f f l I git; i i :! ilt, -i= ' iii s i .; i U i t ! ! ;; . N . i l ei t i 6 i e
" iE t i l i 16 iiii 4 s Ili e l .e i lii ' i *t '
e i . A ' r oi ; t i l I 3i
.m..:
e i i e stil!e : i* p lt; e - ;
, Ili j i ' i ! qi j ! si ?i i i! t 4
- f a i .it. e * .. i t i , i a i' . , to t e l i i t i itilli 1 il e l lif il ili l e i!! ) 6 il lli ,
it.')t'a h . Illi i l l l i)r Iiei 16 t i l ; i a f i; a !i's e, i I 6 di i i e '; 6
- 4 8 l os i ! I i \ tilj ii 8 50 g ,f , ,,;f,, ! , , ; ,f,,,3f , g f, , , ;4;,,t ,,g,,, , y,,,j g g 6
b : i ;i.i i ie ;; i ,, ,e i . ieiti, i;i ! i; .i - , i s As i i i
~$ . tii , ? i t'aa 1 t !til . 6 . 4e ei ' s s : h. 4 . a' . N'a t i 10 1 I 6tsis t is j ' ;i: 'i
( i !:IN7 ; i l l i a ,
' t ii ! ) i N1 l$i i jaieil 4 l8 11 6es- i i si i j i 4t 6 i e i r , ,, ! , i e e ll t i ai e iN l '. t l 1 ; iti1'i i i e,
' tiii. 8 j >il l I i ,a ; . : 6 t *t 6 e i i >
i: .I i 4 . is i i i ip ;
- p . 9:i ,i t '
t i .6e t t i ii it i . it : .i i tit e i ' i
, !it l i t i l'i ; 3 8 e t 4; 3 ili a if I ( t i t!il t i 3 i e t s i 'I i i i let; i e
!i t t I t 8 1+ t t i e i ti le e Ije t a 6 6 e i i } 6 g l i rl i j l ill 1 , I l
, , , , , , i n..., i . I. II, ,, , .. , t..i;, . . . . . , , ,
6000 ICO 10 10 0.t 0.01 0.0 01 GRAvg6 $AND COAR$E l FINE COARSE l ns Ecluu j FINE UNIFIED Solk CLA$$1FICArlCN SY$rtM COMPACTION Soll PROPERTIES SOIL DESCRIPTION: GREY BROWN SANDY __ CL AY (CL) INITI AL WATER ORY UNIT CONTENT R */a W EIG HT 132 f Lioulo PLASTIC SPECIFIC LIMIT 26 */a UMIT l2 GRAVITY I g u i u- 1 a 4 128 ' g CO M P ACTIO N METHOD c
-s K ASTM TEST Dl557-70' METHOD D
= <
3 AASHO TEST 124 l\ METHOD l
> 1
$ MOLO HEIGHT 4.59 MOLO 0:A. 6.00 NO. LAYERS 6 BLOWS / LAYER 56 H AMMER WT. 10 in. OR0p HEIGHT 18 120 letar:FicArica MC 29.1
. u Aru= AL w.'% -
cativuw w % 8.51 CONSUMERS POWER COMPANY ( , MIDLAND PLANT UNITS I a 2 MIDLAND M u.a l % d..ru.Icc0)rc~r COMPACTION ICHIGANGRADATION g t TESTS e 6- 8 -10 12 14 E ' TEST PIT 3 TEST SERIES SAMPLE l** N O. 29
*
- FIELD DENSITY TESTS 33 a 34 DEPTH ,.
D ATE JUNE 1979 TECH. D3 G,v GOLDBERG,ZOINO,DUNNICLIFF a ASSOCIATES,1NC. R EVIEWER' W N"" FILE 2190 F 1 CONSULTANTS IN GEOTECHNICAL ENGINEERING ' (7
GRAIN SIZE DISTRIBUTION U.S. STAND AR0 SIEVE SIZE ins ese vn= @N No a No o ave to No 40 No so no eo No 200 t ! I t , ! , as Iis ii-1 t i i
'C t i i ! , a i # i ili 4 i f'1 ~ M!! 6 lilQil i
e il'1 i { I j hi s t ' e i i 1 i ; i !k i d' ii i i ICI'i \i t i . III T - l IIi i il l1 ' t il e I{ 'l t 'N INii liire ! ? I l I i ' I ea i- i l3 . !i is ' l' t ? i eli ,j iNe i l i
- i l l l El1
- 4 ~i i I t 4 i !'4 1 15!! 1 l# M I rifl i t i i
'[ii j i i i 1 Ie 4 ; li { J i !'i l I Ei Ii ; nit 'i
- t i s; . i i 4 i l i i; .! . , ! i , i, testi; 'i i . i i N ti i i ! e l'$ 1I l Iii1; a i t l li; j - si - 16't i j .) t l1 i j i fr M i i llll' l l 6 s, i 6 , ilf 6 ; I i f i, e i4, ., i iiii i ii"4 i
- i i 'i , ! N
$ i!: ii i i i
'Y e i t i ir 4e i ii e i 9'f; i 1 ! I 8
f *l1 r i { ii I e i , J : -* I . i i Nil: 1Ii i ! i
~w ,i *i i '
ac 4 u; ii . 4 I imIif . u;, , , , ,, , , l . , Ni ; ,
"7 ,
, , ,; ,, , ,, j u ,. ; , ,
30 "O i i tit.,a l ' ,1 8 i. (s. j i:31'N7 ; i ; ( CC '4 eN ,
$- # , A i: t e' * 'g i i-
{ +n iy 66 i s .i . i i a i i' A lAr : i! t i t e i 1
.: i , i e
;! si i e i, i 4.i_: s'
'e j t
li d4 , ,
"f . '_ i!i i
.N
' is e uti s si i i. is - e i s'! .i . !
itis- i e
**.: 1 8 I i :; 1:i t: ri i t i tir l s .I 4 ,6 : 't* .e ! .
.' '* a !
f . l. CNIN $1ZE iN 81 lbf Rh f[ [ , ! 000 10 0 0 10 0t 0.01 000 GRAVEL SAND COARSE l FINE 00&RSEl M E Diu'd l FINE UNeFIED SOIL CL AS$17tCAfiON $Y$7EM COMPACTION SOIL PROPERTIES SOtt DE! bRIPTION: GREYCL BROWN AY (CL $)ANDY INITIAL WATER DRY UNIT CONTENT T,6 '/o W EIG HT I32 LIQUlO PLASTIC SPECIFIC LIMIT 25 % LIMIT 12 GRAVITY i; 9 128 -I i , COMPACTION METHOD Y l ASTM TEST BMP* METHoo 124 - AASHO TEST METHOD
$ [ g MOLD HEIGHT 4.59 NO. LAYERS 4 MOLD DIA. 6.00 BLOWS / LAYER 25 HAMMER WT. IO 1bs OROP HE!GHT lj 12 0 -
iOENtiFicar:0N 8 M P 30.1 i N ATUR AL W '%
. 0*ti=uv a .% 10.0 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS l 8 2 !
' MIDLAND, MICHIGAN tu s cisro)E CQ)rt,r CO MPACTION - G R AD ATION _g TESTS o 6 8 10 12- 14
'[
- BECHTEL MODIFIED PROCTOR TEST PIT 3 TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 2** N O. 30
*
- FIELD DENSITY TESTS 35 a 36 DEPTH -
' D ATE JUNE l979 TECH. "M W A' -
GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER 'G /Ae FILE 21dOF 1b CONSULTANTS IN GEOTECHNICAL ENGINEERING yyg7g,pg'/
^
s .. GRAIN SIZE DISTRIBUTION u S.5TANCARD $lEVE $1zt am sise vam vem mo e - mo io No zo mo so w oo No co no teo tot 6 8 i +6tii iI es 881 t ' Ihli e ! ! t i fte il I ll i i ie)i4 e lit ii e i e P, , 84Il 'i } [! ~
'lJ t i 8 1 I in il i ll I f ili 4 i t ! filli ' i ' is 8 iftf Ql I i I Ml . ' I 8 I i Ili' !l l l l 1
,.iie i e t,ii i s t. .: e in ii 4 i ; ieri s ii N 6 i l i nt i , ! i i i
'O li.e.I e .iii',is ei I.
1:4 } i ni t I ;l i %g i i t ;'i l i t i i ;
~l t i i i I tit i !i i si' I !; I i t id ; I ff 1i M i i e ti ! : ,
ei i lie ii t e {8 :s iti;i J l- l ( yli i el !l i\ s * : M ! i i t i s*.+ t i,ii l l . 6, i' i . r i .i i e 6 6i t i : a , ii Nt ' t . lg i i i 4 11if: 8 l }t it 'il I ! 18 i i t l I i et li 6 ; CN '
, , It i )
1 50 44 4 . . istii; , ;' i; i , 6
.., i j Ii i i t 9 *i e i t . .. i . i er i i i 31 ie i it';ae 4 , - i . i : s I i i et i e 4 e l ' i .i
- I e llii t i i i t T. i s.,ia , .i .; e a ie +
i ri e l t ;i i ' i* : o i
#0 Ki i a i a
**y 4 6
, .i. A i 3 , i e ',j.!,4 ie i
!. i :\r a i ,ei ,i* 8 e it ! I i ; .i, i i 's ; ,a y !Ii N i 30 *O 4 i , e ; e
, i lii t i l i i is i s. I { i iii e , j ' ia e q, t r
- it ie4 + N l;f a sie I e 6 li s '
i yll i
- t i ; i'i -
20
' I t I i l I a 8 I 1- if! 4 N tii . tif :i* j' s : * . I 6,sist t8: 8 . i dei i< i it4 a t i i
- ti ,e i 4 i si e!ie i4 ! t i 1 ; 't l i nt i e i .i it i t ' .i i ! si 'iei i i N!
! !!! f'!! C". siz[E m diLhrhas ' l ' l ll ll ((!!ll l l 000 10 0 80 8.0 0.8 0.01 0.0 04 4
GRAVEL SAND CoAR$E l FINE COARSE l MEDIUM l F4NE 2 UNIFIED SOIL CL AS$1FIC AT10N SFSTEM COMPACTION
, SolL PROPLdTIES 13 6 SolL DESCRIPTION: GREY BROWN SANDY
[\ C L AY (CL) INITI AL WATER DRY UNIT CONTENT h e/o W ElG HT 132 r . u 0uto PLASTIC S P ECIFIC LIMIT 25 */o LIMIT 12 GRAVITY
+
o a~ e "I . CO M P ACTIO N METHOD 9. i 1 1 [
- ASTM TEST Dl557-70 METHOD D 124 AASHO TEST METHOD j MOLD HEIGHT 4.59 MOLD O!A. 6.00 NO. LAYERS _ 5 stows / LAYER 56 HAMMER WT. 10 in, oR0p HEIGHT 18 80 ENilFIC Afl0 N MC 30.1
' Car mum w .v. S.5 CONSUMERS POWER COMPANY
-MIDLAND PLANT UNITS I a 2 MIDLAND M w-
- v. '
,sru E CO rEN, COMPACTION ICHIGANGRADATION Sj 6- -8 10 . 12 14 TESTS E u.
TEST PIT- 3 TEST SERIES SAMPLE 2** N O. 30
*
- FIELD DENSITY TESTS 35 8 36 DEPTH '
D ATE JUNE 1979 TECH. O f WA' GOLDBERG,ZOING,DUNNICLIFF S ASSOCIATES,1NC. REVIEWER S 2h " 1 FILE 2190F CONSULTANTS IN-GEOTECHNICAL ENGINEERING 7270.C 7912/2
I 4 GRAIN SIZE DISTRIBUTION u.s.stanoano sitvr size t ses see vaes t/t'w aso a no e 40 to eso ao wo en eso co no no~ l1 i e !! e ' in f. , , tI f a 8 . i i t ' , I; I h %d t> , e liiie i l
'O '
; i i 8 .to' 4 iiTNi; 5 i ii9 i SO f f 1i f < ' 4 d l
8 ilf t 6' ' j i t 8{ ' b l d l' ii\ ? t i l'8 i ; jE t a l iI . II I 'ti !i ti N,' l i 's t t 4e _r J! i 6 ' i is , l 4 6 !\ i : i f'! I s: t. , i el i i. in Li i: iiX . i .t !
$i l I 8i 'l 4 l ItI fl l' t '
4e lt i \ ; *'l l 1 ! lie it' i I i i . i l' '; 8 Ili i l' ItI i' l'f ' Nl I 1
- IIII Yi5 ) 6 l t: ?I f, 9 i ijiiI J l til I* Isi i itii N I il)I i 1.. , , iii ; 4 .; . .c ii ; p.i , i .i ,i e imit. i ix !iu i . i
*0 _
I e ! iila r!! t; 3 i *!.**' t i,i ng.I i*
- I t tn i ' f i V i! t I i i
}@7 s ; i I itei et l l, 1; I e i i t to j l'j t . I ;; ; i4i's i t 4 i N t j6 i
}i. i ittil l ' i'4 e use: tl t iss e 8
+3 i e iti;e ; e i'it 4 i 20
! *" I 6 fil is i i 1; ' fil! 4 l di E iii s i bi ! i '
if f i N i il : t it6i; }
- h . :j a r ( ra t it4 st li .. : i l . i tij i t %
is t 6 4 ;ie ifi i n; iti e ; 41 6.i e s .4 ;6 i it i'i e i f ! titil . I I elli . l es ! ' i s s. ele e f Cma N $lZ,rIN MI Ll r R$ i til i e i si t s i 4 e i 1000 t00 80 1.0 0.B 0.08 0 C08 COARSE FINE C0&R$tj ME0tu l FtNE UNIF#ED solL CLAS$1FICarION SY$rtM COMPACTION SOIL PROPERTIES SOIL DESCRIPTION: GREY BROWN SANDY CL AY (CL) INtTIAL WATER ORY UNIT CONTENT R */o WElGHT 132 LIQUID PL ASTIC SPECtFIC - LIMIT 23 */o LIMIT ll GRAVITY 5: 128 - , l\s 3 COMPACTION METHOD 5 \ ASTM TEST OMP* METHOD gg4 . AASHO TEST ~ METHOD MOLD HEIGHT 4.59 MOLD DIA. 6.00 k - NO. LAYERS 4 BLOWS / LAYER 2S H AMMER WT. 10 in, onop HEIGHT 18 l iormriFicarica 8 M P 3I.I l oatiwuu m.% 9.51 CONSUMERS POWER COMPANY { l MIDL AND PL ANT 1.INITS I & 2 - L MIDLAND M tu
,. do .ru.I. e.,,I r ,, COMPACTION ICHIGANGRADATION g L o
[ -, 6 -8 10 12 -14 TESTS E Y?
- BECHTEL' MODIFIED PROCTOR TFST PIT 3 TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 3** N O. 31
** FIELD DENSITY TEST 37. DEPTH D ATE JUNE l979
-TECH. A 1 \ ~H I 'GOLDBERG,ZOINO,DUNNICLIFF & ASSOCIATES,1NC. REVIEWER Y M-
- FILE 2190 F CONSULTANTS IN GEOTECHNICAL ENGINEERING- / v-
. - en.c.7912 2
e-- g. . . _ _ _. . _ . _ .
, _a
.% -A . a _. m. . . - . - - ,
v-4 + l 1: GRAIN SIZE DISTRIBUTION f U.S.$rAN0Am0 SIEVE $82E t en vos sem t/tse no e no e no to no ao No to no eo me too l l e le . t 7 M i ! t if i f 'l l 8 8 8$ i ! 4 !N 3 t ' ' l '! ! i ; si i ,1 ti iI 6A? i :1 's i
,4 i i i i: ,
i a ir > cat t i , s. 5 -$ i ' 3 II
!8 { 4 l 1 il l' ] ,\f Il' t! l
'73
# 6 i) i it a !t 4 8;
?! i! A iii'fi1 3 )G; *j
;- ) ii 84 l t}4 i P ti l?I , Ni e i f I a
t
- ,, i m . 'i , .l ; e 4 u, a . 4 . m., x , i
+ l$ I i j ) {t 3 y l :llli il g li i sj ; t j l j ell N j}yii ziI i *
; ;i i; e t 6li i 58 .
i e iti 1, = ; in ii e e-lis i 'l * { t { f t j A e e 4i iit tii i p;i t i i is ii i ! t + ., 6 - N is Ii i t jC t ) i Iiii f i f li '; t ...t' . I t f 'It i i i d 1 ' i ' i a . ? f Ni) i i f. ye it ille t ; i ; !* , :reei e' # ivi , e si i'e !!.; I ' i ils.M Ll ! f D*
- 30 1 ",,; a I } tis i, i } . r; e in : e : , Pi t . .e; i t al i e ; i! !6i N f ti e lii i; i
- is i ist t i C fni6 i e
. s i ri : e s is t e e s .M g bi l is !a i e ti i leii e e li!! i. i 4 !!'l i i '
l i !I i'
- i H:fi '
a . ! . i . t if < *i "i i i t ;.t e i i et i
- i i i.itt i r. ! 6 ll i , it tji i4 , e s i'! i ! t+ 1 O
!. l f .$ e!C"".583.E'" ' '* h"5 .
'4 i 8000 10 0 . 10 s.O 0.4 0.01 0 C01 GmavgL sam 0 coamst i #""
riNE coansrl wroius l rest UNIFIED SCIL CLa$slFICarlCN SY$ REM f l-. COMPACTION t' s SolL PROPERTIES
' SOIL DESCRIPTION: GREY OROWN SANDY CL AY (CL)
S i' INITIAL WATER ORY UNIT CONTENTR*/o W ElG HT 4 13 2 Licuio PLASTIC S PECIFIC LIMIT 18/o LIMIT ll GRAVITY ! H u i 128 -Iz COMPACTION METHOD . c. - - { [ ASTM TEST BMP" METHOD 12 4 / AASHO TEST METHOD 3 ]- k . MOLD HEIGHT 4 59 Moto OlA. 6 00 [ NO LAYERS 4 BLOWS /LAYERl H AMMER WT. 10 In: OROP HEicHT 18 12 0 ; BMP 32.1 ior=ririCArion i
- carmuu= v. -9.5t' CONSUMERS POWER COMPANY ,
MIDLAND PLANT UNITS I 8' 2 l .i MIDLAND M tu !
- v. daisrule cedr
~r- COMPACTION ICHIGAN.- GRADATION j 6 El - 10 _ l2 14 TESTS 2 "
~
~
u.
- BECHTEL MODIFIED PROCTOR TEST PIT 3- TEST SERIES I (20,000 FT.-LBS. ENERGY) SAMPLE 4** ~ NO. 32 '
*
- FIELD DENSl_TY TEST 38 ' DEFTH _ _
D ATE JUNE 1979 j TECH. ~ / %A1 - l GOLDBERG,ZOINO,0UNNICLIFF & ASSOCIATES,1NC. REVIEWER N%
-- CON 5ULTANTS IN-GEOTECHNICAL ENGINEERING
- FIL'r 2190 F 14
' 7220-C-7914 2
GRAIN SIZE DISTRIBUTION [ 0.4.STANDAR0 SIEVE SIZE t em eae 1.eae vras wo e mo io no te we ao wc eo wo co no teo i l i l' m $ hf i 'I* t 1l ' I f I
'O
, ., . c., ,e . . ,m .s k 8 i
e i
, ...i. 6 1 ,
l' e i e i ; il t t i8 is 4 l 4 l 4 ;i \i 6 e ittli i i 7, iEIii !
'ti 6 6 i :l e 6 ii t i; i 't i A. ! p ,i I hj ! e t 8 i I!= , il t i e t n !! Ai I t 'l !
- is: i i !! i; i' . ,, , i, i; ,ii. Y s i,i i e i lLiii al- a i tih l Hi sd tRi i, ll TN ? .1. I t i . I i !
yii i e iii. ; i i; < .ot.i, n, 30 ,'l - Ni i I . in i ie Y# I i i i!ir e I i, e i rts t 4 4 i f4 14 ri t ie i }l r N 4 5 Il 4 i i , p.i i i e i.it e is 4 a .i, ! , i i ai s i i ,1 i 's ! l i . >< i r % !i!! !
,7 i i ! ivi : . i; s ,me.46 r 6 o, it.. is- i e n.; t - i i iiii .
10 i i i l lii j , t i ti i; ' l i t I *, II! Iii l l 198 i 11 ' 30 M,: 14 I D 8 5l 1 4 i ; e eli . i : 6 is h i ei!- > i .i it. ii e ii. ,,i, I it., M e 0 l *: ! I tali i t , i; 5 t,i1 i, . Iii -i ; i i i' ei i I (; j e 4 !$
! } l It4i,i i isi e it r a s' ;'! * . I is a '
s8a ! j i 66ii i ' y t I I e i i llili; i ' y i (; . sii it i,t i 6 ;l ; e it 1: 1 i e ill! i 1168 - I f I li!'l i t l ' i' 18 t " ' ' 'W'i i i ifi f i i1 i ie,i- e e i siiti: i e. e ji! . ,OIN SIZ.E IN WI . . W. . R S. ,,ie .e i n . Heis: ii ICQQ 10 0 80 8.0 0.I 0.01 0001 3 G R AV EI. SAND COARSE l PtNE C0&RSE) M E C"J M l FINE UNIFIED S01 CLAS$1FICATICM SYSTEM COMPACTION SolL PROPERTIES SolL DESCRIPTION: GREY BROWN SANDY CL AY (CL) INITIAL WATER DRY UNIT CONTENT M */o WEIGHT 13 2 LlCUID PLASTIC SPECIFIC LIMIT 22 */o LIMIT 11 GRAVITY u i 128 -I ^ COMPACTION METHOD l ASTM TEST 8MP* METHOD t AASHO TEST 124 - METHOD k - MOLD HZlGHT 4 59 MOLD DIA.- 6.00
~
NO. LAYERS 4 BLOWS / LAYER 25
, v \ H AMMER WT. 10 in DROP HEIGHT I8 ;
icENr:FiCAricN 8 M P 3 8.1 - \ - l cariuur..% 10.0 1 CONSUMERS POWER COMPANY MIDLAND PL ANT LINITS l 82 MIDLAND M tu
- v. I,$re.E e,,rE.,, I COMPACTION ICHIGAN GRADATION g ,
6- 8- 10 12 14 TESTS y )
'* BECHTEL MODIFIED' PROCTOR TEST PIT 3 TEST SERIES (20,000 FT.-L8S. ENERGY) SAMPLE 5** N O. 33 DEPTH --
D ATE JUNE 1979
** FIELD DENSITY TEST 39 ' TECH.
S '1 'aMr GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1Nr. :tEVIEWER ldh.'
-CONSULTANTS IN GEOTECHNICAL ENGINEERING. 7220 C-79 .t 4 4 FILE 2190 F 2(I
.~ ,. ..
GRAIN SIZE DISTRIBUTION u.S.5raNQaAQ $1 EVE SIZE am - ess wa vt e wo e seo e ac to wa aoiso so w co no teo
~-l I s
, , t'lI l 7 -%A 14,1 l { ~ i i I: l j
,a f 8 1 4 i i ! ) i 'I t ti8 b i i i t tt l* ' . If s Illli iM ' I i i P 6
' ' 3' ' ' ! d !I ' !' '
to
,488 1 { '
'i ii 6 9 in fl 6; 4 . 'e inj j { ; ;jgg, ( pj g l ro ! ' ' '
I II t It4 , ! Ii { t ill { vi IN } t til i i I i i
}hI!Fie
- 1 I I ! I s !ie i 6 I-
; l l l l i ll ild i !t t i e A I i'
- i ' ' t i !
'i a i !t is l tal 9 ,} }lj j Nig l l { t le l l
} hI t i t II lf; { tj i a t!I e a f i 't i*l 6 i'% l t j Neii s SO l is t _ e i t i i i_ {
# # iiii t e . e, 4 ; q1 ep 6 i icii i st e.i ,
ode N 4 hit il t 6
.i 4 , i i,i t i . . ,a .; i g. i ; e i- i tit i j; is i ; i -i t, t i N ii!6,i l ,
7i i t tilet; i ei 8 , ist ii > 4 I iiri l I - i! 'e* e tin 'ti A iI ( i lOl +t-i l }{lt,i i : 'i 8 lit < l I dii l .l ; ! ; ( i i'l i t ;i 8 4 6 *gj i l l Dt i e i ii 4 i l i 3 s e iri*: i i l ui1 41 6 6 e i ;$t ! ! it9? N I I 20
' ! ' ' ' I ' '
'{ 1 i ! il6ei e 'W s t + t ' ; l' ! ** l t 1 81 I l
- I ' ai s { , e et itit 6 '
4 stil i e i illi a ! 11 ilt ) q l i. I t 1.4 ; t t soi a! li 16) t l ili 8 - I t t il8 8 I e 8 l'
- lli
- f # ' '
,i,4. i , . . . . . .- n , . g4 aim SIZ,E IN WI I r R$ i o' i,' i ...i+ i 4000 sCO 10 0.0 08 0.01 0.00 coansE FINE .CC AR $ El MEDu { ME unir,tc sc:t cLassiFicarren sysrtu COMPACTION SOIL PROPERTIES SolL DESCRIPTION: GREY OROWN SANDY l CL AY (CL)
INITIAL WATER ORY UNIT CONTENT M */o W ElG HT I32 L10UlO PLASTIC SPECIFIC LIMIT 2 3 */o LIMIT 12 GRAVITY e t Y
/ g COMPACTION METH00 i
/ .i ASTM TEST BMP* METH00 i
124 __ AASHO TEST METHOD k i MOLD HEIGHT 4. S 9 MOLD OfA. 6.00 1 -l
- f. NO. LAYERS 4 BLOWS / LAYER 25 120 H AMMER WT. 10 inn oROP HEIGHTll toentirication 8 M P 34.1
* " ' " " " * * * ' . 9.0 CONSUMERS POWER COMPANY l MIDLAND PLANT UNITS I a 2 i MIDLAND M ul y, joisru.IecoJr.~r COMPACTION ICHIGANGRADATION g.
TESTS o 6 8 :10 12 14 E l
- BECHTEL MODIFIED PROCTOR - TEST plt '3 TEST SERIES l (20,000 FT,7LBS. ENERGY) SAMPLE- 6** N O. 34-
*
- FIELD DENSITY TEST 40 DEPTH D ATE ME M iECH. ~1 W M GOLDBERG,ZOINO,0UNNICLIFF d ASSOCIATES,1NC. REVIEWER M "'
FILE 2190F ~ G CONSULTANTS IN.GEOTECHNICAL ENGINEERING 7220-C-79:12-2 ' -
t i 4
' GRAIN SIZE DISTRIBUTION
[, U.S. STAND Amo SIEVE SIZE
. . v. v1 o. =o o rs =o .oi.e so o eo ao reo 4{ 4i l 6 lhl l } ! .
i i li ili I l l t 1IiI t I ( -' I i s a ti ! 16 t I e ( e' l~ l d1 1!! I f i\ , 8 { l lit i j j 6eii e i i li t- !' 4 is I i_ i; 'E I; Q t tjei l l l
}j { 6 i ; It4 i( ; 4 : {la t, j6 e\6 ie# s 6 9 i 4 g 4 yl t 6 4 4q 61 ! il ; ;il f i* i0 ' } A i l l 4 i i
{ l t i Bf ! ! e il , *! e tt iili I;I Il e !
' Na I 8 l l! ! 8 l I '
Eif I li 't M s' Illli li Ii!l 4 i 'il t l i +M i i i l il- $ 50 ar I ' I i 1I . '.,l
' i; ii te i IIIiI I' I'i '
8 ' 'f I 1% ' I iei. I g: , , 4;,,,,, , , ,j ,,,, j j ,;i , j, , , j ; , , .d l l 8 i I 81 l ' i f
~ya
*. t . i lii i l i i I i t :++'. i lof 4 l il I ' l I i . 'i i
- 4 i N iei. I i i e i 1 litetl 4 .; :* i t. >6 ** II { ! i si s I a l p; i
- j i N 46 9 j i 104 . i i i 30 1".; ;
! 6, i , i i . - ! pts, a i .H 1 Ii i ; ; i i .ii . i , i . in N i i . t il i; i i n . p' i tii , Ii ai i >> >i 64! i i N <
$ 7l l ! I t ' j:! 4 ; it 1 it i li .i l. l } . t i i j i i t !' ia t lt : til iN fj i i l lti, I l' 11 . le t t t l' '141 l l 9 8 8 i 8 ' ith !I t t 'jl4 li 4 4 16 i f '
I t . ii ! ' ) i, 8; lil l l 3 lii l i I .1 l,4 t it5iit i I t* ,It 4 i l II l l i I Ill f l e i6 i !3 y
- i l ' ig",, f f (
g, g g y,'{8 r ' i ' i ilii ' ff f' i f
,nii.4 i ..iit i. iii. . ...i e. i i ei.,ii, i 8000 ICO - e to a.0 0.1 0.01 0.0 04 CCARSE FINE COAR$El hiEQi l FINE , UNIFIED SCIL CL ASSIFiCArioN Sv$ REM COMPACTION SOIL PROPERTIES SOIL DESCRIPTION: GREY BROWN SANDY
. CL AY (CL) INITIAL WATER ORY UNIT CONTENT 9.6 */o W EIGHT 132 LIQUlO PLASTIC SPECIFIC
' LIMIT 2T % LIMIT ll GRAVITY N
128 -I N [ ' i l g COM P ACTION METHOD c ASTM TEST BMP* METHoo i
=
124 AASHo TEST METHCD i \\ MOLD HEIGHT 4.6 9 MOLD DIA. 6.QQ NO. LAYERS 4 DLOWS/ LAYER 25 HAMMER WT. 10 in. oRoP ' HEIGHT 18 120 , icENrmiCAriCN B MP 3 5.1 b , Cariwuw . .t.
' 8.5 i CONSUMERS POWER COMPANY !
MIDLAND PLANT UNITS I a -2 I MIDLAND M un v.I,$ro)Eec .Nr COMPACTION ICHIGANGRADATI g 6 8 10 12 14 TESTS S u.
- BECHTEL MODIFIED PROCTOR TEST PIT 3 TEST SERIES (20,000 FT.-LBS. ENERGY) SAMPLE 7** N O. 35
'*
- FIELD DENSITY TEST 41 DEPTH D ATE JUNE 1979 TECH. ~ /, 8 *4 or GOLDBERG,ZOINO,DUNNICLIFF a ASSOCIATES,1NC. REVIEWER - Mi~ n FILE 2190 F .
CONSULTANTS IN GEOTECHNICAL ENGINEERING 7220-C-7912 2 . l
. _, :.~ .
4 m ji GRAIN SIZE DISTRIBUTION
- j. ' U.S.$ rase 0amo STEVE SIZE
~
,, .wm o. ao o as %.o o.o w oo a zoo i- 4 e , f , is t T1 7 N' hl l t t ,1
- e 'f I
i 4 a t 80
'if' . ' I _
l t 3 is ! 4i i t'l l if 1I t Ifsi i Ti e i i i i i4 , 4 i
!ai E' ti .At t ',i ii i t
l I 6 te 4 eid i ei IH i
' l A. v,i I
i; < , ., , . P
.; is ,, , .
I t
$. s I t j {g p it, a
l ! a l t i si t itt ll ; ;Y t l l l { ari i i e t ; i ! $; i I;i 's
- I lit 'l 'i iif ' I i't % ! ' s ~l IY?*i lli a 9; is ; f 6!l 9 3 li4 ! $ ( si , e ,
{ he i j lM i}}