ML20005B043
| ML20005B043 | |
| Person / Time | |
|---|---|
| Site: | Fermi  |
| Issue date: | 06/30/1981 |
| From: | DETROIT EDISON CO. |
| To: | |
| Shared Package | |
| ML20005B041 | List: |
| References | |
| NUDOCS 8107060254 | |
| Download: ML20005B043 (141) | |
Text
{{#Wiki_filter:SLOPE STABILITY ANALYSIS OF THE SHORE BARRIER ENRICO FERMI ATOMIC POWER PLANT UNIT 2 JUNE, 1981 1 k.r,_./ l l n <
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4 lY INDEX. Page Statement of Problem 1 Assumptions 2
-Method of Analysis 3 i
Soil Description 5 Analysis 8 Summary of Analysis '27 Conclusion 31 Appendix A - Soil Bearings 32 Appendix B - Troxler Test Results for ({; Clay Seal 30 l Appendix C - CBR Test Results for Clay Seal 71 ! Appendix D - Unconfined Compression Test Results at Elevation 568 ft. 77 Appendix E - Unconfined Compression Test i Results at Elevation 562 ft. 113 I . l Appendix F - EF-2 FSAR, Volume 1, l Table 2.5-5 137 References 138 i i I l eO
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l l-STATEMENT OF PROBLEM ' l 1 i-l,. ! To perform a stability analysis to determine the factor of safety against sliding for the i shore b; er for the Enrico Fermi Atomic Power f Plant Unit 2. i l I l 'l lO i i . I
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ASSUMPTIONS For'the shore barrier under consideration, the following assumptions were made in the performance of the stability analysis:
- 1. The failure surface of the shore barrier will be
, in the form of a circular arc. Alternative fail-ure surfaces can occur. These will be investiga-ted in separate cases in the report.
- 2. The load due to seismic excitation is assumed to be. horizontal and cqual to 15% of the weight of the soil above the failure surface. This repre-sents the peak ground motion at the site.
- 3. The minimum factor of safety for a slope stability '
failure is assumed at 1.50. The term " factor of safety" of a slope represents an index of stability with regards to a sudden failure. The ratio of the potential resisting forces to the forces tending gr- to cause moven 't is deta..iine6 for innumerable Q ,gj potential failure surfaces. The factor of safety of the slope as a whole, is the one for which the computed ratio is a minimum. The seismic event has a low probability of occurrence and therefore should not require higher factor of safety than that used in standard practice.
- 4. The Fellenius and Bishop Methods are assumed applic-able to this soil cross-section for analysis.
- 5. The strength of the sheet piling in resisting stability failures has not been included.
- 6. A small local surface stone stability failure is not
. considered significant.
- 7. The presence of the ground water table has not been considered since most of the soils are clays and the effect would be negligibJe.
- 3. The shore barrier is open at each end, and the stone blanket is pervious. Therefore, it is assumed that no water will pond behind the shore barrier.
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b M v) METHOD OF ANALYSIS The slope stability analysis was performed using the SLOPE subsystem of Integrated Civil Engineering System (ICES), available through McDonne.ll Douglas Automation Company. The SLOPE subsystem utili:.es the theory of equilabirum forces to determine the factor cf safety against sliding of any embankment. Three alternative methods of analysis are available, two of which were used in this ar.-'.ysis:
- 1. Fellenius Method:
Under 'th~i's m'etho~d , the factor of safety is estimated for a circular failure arc, with the assumption that the resultant of all forces on the sides of a slice acts parallel __ to the bottom of the slice. D%/
- 2. Bishop Method:
Under this method, the factor of safety is estimated for a circular failure arc, with the assumption that the resultant of all forces on the sides of a slice acts hori-zonta]1y.
- 3. Sliding Wedge:
For the shore barrier under consideration, movement of the sliding mass on a failure sur-face which in cross-section approximates a segment of a circular arc is the assumed type of failure. Experience has shown that stability analyses are not too sensitive to the type of surface selected (e.g., circular arc, compound curvature, spirals) providing the failure sur-face lies generally in the weakest zone within the slope. A trnaslatory slide is not a probable type of failure for the shore barrier under considera- , 47~j) tion, because a definite horizontal plane of ..:q 3---
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; weakness does not underlie the shore barrier.
Additionally, the stone' blanket extends outward t from the base of the slope and enhances the capability of the underlying soil to develop passive pressure and thereby to prevent a
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SOIL DESCRIPTION The characteristics of the soils follow: SOIL 1: Very Loose Gray, Silty, Fine Sand. The soil description is based upon boring log nos. 11, 16, 49 and 54, included as Appendix A. The standard penecration number for this sand was generally found to be less than 2. There-fore, density and the angle of internal friction are assumed to be 80 pounds / cubic foot and 25 degrees, respectively. SOIL 2: Stone Blanket. The stone blanket consists of varieties of stone shown on Detroit Edison drawing 6C721-40. The void ratio in the large stones is assumed to be 40%, and in the smaller stones is assumed at 25%. Density c/"] Fi / of stone is assumed to be 150 pcf. The two types of stone are averaged for the combined properties. Stone y; (1 .4) (150) = 90 Stone 2; (1 .25) (150) = 112.5 Average = 101.5 use 100 pcf The angle of internal friction is usually high for stone; therefore, 400 is assumed. Cohesion in stones is assumed to be zero. SOIL 3: Clay Seal Layer. Properties of the clay seal layer are indicated by Troxler test results, included as Appendix B. The average in place soil density is 96 pounds / cubic foot. CBR tests on the clay seal layer are included as Appendix C. A conservative. valve for the unconfined compressive strength (q u) of the clay seal layer or 2300 pounds / square foot was selected, along with a cohesion value (C) of 1150 pounds / square foot.
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SOIL 4: Medium Brown Silty Clay. The soil borings generally recorded a standard penetration number for the medium clay of.10. See Appendix A. Unconfined compressive strength test results indicated a value for qu of between 2000 psf and 3700 psf at elevation 568 feet. See Appendix D. The unconfined compressive strength for the medium clay is assumed'to be 2500 psf, and the cohesion is assumed to be 1250 psf, for this stability analysis. Soil density is assumed to be 120 pounds / cubic foot. SOIL 5: Hard/Very Hard Brown and Gray Clay. The soil borings generally recorded a standard penetration number for the hard-to-very-hard brown and gray clay of 30. See Appendix A. Unconfined compressive strength test results indi-cated a value for qu of between 5800 psf and 18,000 psf at elevation 562 feet, with a typical value of u(s_)~) about 8000 psf. The unconfined compressive strength for the hard-to-very-hard clay is assumed to be 7000 psf, and the cohesion is assumed to be 3500 psf, for this analysis. Soil density is assumed to be 130 pounds / cubic foot. SOIL 6: Hard Gray Dolomite. ( The. soil borings indicated hard gray dolomite rock approximately at elevation 550 feet. See Appendix A. FSAR Table -2.5-5 on pg. 2.5-65 indicates an average density of 152 pcf (See Appendix F). A conservative value for ultimate compressive strength is 1.0 x 106 psf, therefore, cohesion is assumed as 500,000 psf.
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, SOIL # WEIGHT (pcf) COHESION (psf) INT. FRICTION (deg) 1 80 0 25 2 100 0 40 3 96 1150 0 4 120 1250 0 5 130 -
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O - ANALYSIS Case 1: A grid covering a large area was chosen to allow for an accurate search for a minimum safety factor. No restrictions were placed on the radius. The failure surface with the minimum factor was a small, local failure in the stone. This was not critical, so it was neglected. (Pages 9 to 13) Case 2: This run also possessed a large grid, and the
, radius was restricted to a minimum tangent to the line at elevation 567. This failure surface cut deep into the stone layer so it was not negligible. However, it did produce a safety factor greater than 1.5. (Pages 14 to 17)
Case 3: Again a large grid was used to locate the minimum safety factor and its origin. The minimum radius ([2) was established tangent to the bottom of the stone layer (Elev. 562). This produced a failure surface through the entire stone layer. Since the safety _ factor for this occurrence is greater than that of Case 2, it did not govern. (Pages 18 to 21)
' Case 4: A large grid _was chosen along with a minimum radius tangent to the bottom of the medium clay layer at Elevation 558. Minimum safety factors were higher than the other cases so the failure surface did not govern. (Pages 22 to 26)
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e l't.t.l f.M f uS = .'.JY6 2.143 1. h ? t.361 1.449 1.5/3 1./4t 1. u A' . 2. ? i.' 2.45' RAD 1 tis - H0.65 70s70 /5.05 74.06 /?.34 '
.O.V9 69.4" 6H.25 71.d4 76.64 *
( X-COORD + 550.00 553.fl9 557. 7 f1 561.67 545.55 569.44 573.33 517.22 501.11 5H5.09 Y-C00F.D ~ 630.00 6.18.00 63H.00 630.00'. 43H.00 63H.00 430.00 6.59.0 0 ,, 630."O A30.+? i( DISHOP .s. 2.519. _2 231_ 1.27t1_ .1.3351 1. 41L 1 534. 1 71J t . Y61 . 2. '"") . P . 54 . .a.. . . _ , , _ _ f: A D I U'i - 70.92 67.9Y 65.HH 64.00. 62.2Y 60.65 LY . P.* 50.01 SY . ?'. 64.3'i F ELLEN 1US = 2.371 2 100 1.26H 1.328 1.411 1.533 1.710 1.Y5v 2.2/1 2. A H ei
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( _JtADIUS e _ _70.92 __ 61J Y.. .A m ud ^ 4ALC - . 4 2. 2 Y . :_. 6 0. 45 _ ._ LY . 22 50.01 _. 41.46 . . . _ . X-COORD = 552 50 556.39 560.20 564.17 Q 549.05 571.94 S/5.H3 5.'9.72 503.61 507.59 ,c, i pg (,
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_X-COORD. . =..__.62 8. 00 . _620.0 0__ 6 20. 0 0 _. 62t1.0 0.4
._.420.00. .' 6.'U . 0 0 . 620.00 420.00 ..A20.00 . 620.09 tilSHOP = 2.5Y7 2.236 1.254 1.303. 1 . 3110 t.494 1.6/7 t.Y55 2.339 2.669 HADIUS = 60.56 '50.14. 5192 54.12f' 52.31 50.54 4Y.04 4/./1 49.?O 54.44
_l' ELLEN 111S n_ .438 2 091 _.1."3Y_ .1.29"P, 1. 3 /.1. _1.4UV._ .1.674.. 1.YLA.., I'.310._.. 2.L59 . _ . . . ._
; RADIUS. = 60.56 '50 73, 55.V2 54.12q. 52.31 50.S6 4Y.04 4 / . 7V . / . ".il .Lil 54.2.1 1 .
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.i_X:C00RD =- 255L OQ. - Y-CHORD = 61H.00 610.00 . 610.00 olW.00. 410.00 48H.00 61H.00 410.00 610.09 4111.03
!*ISHOP = 2.62H ?'.270 1.241 1.274' . 343 1.45l 1.634 t .94H i 2.413 2.H01 Y 4 0. L6.
_.SADIL14 a 51.2a _4ad A . .45.99 .__4 4 J.n _ 42.11 JU. VL.. . 31.943
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F'CLt.ENIUS = 2.419 2.092: 1 210 .1. 255 % ,- 1.327 t.441 1.620 2.344 _ 2 65.' ' x .'.
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- RAD 105 'a 51.2- : 40 76- 45.Y9 44.16j- 42 37 40.56 38.91 3 7.5Y h N,. il . H:' 46.62
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t;.-. .. . - . . . . . . . . . . 3. I' . X-COORD = 557,5 3 561.39 565.20 56Y.17, 573.05 5/4.44 T.00.H3 5H4./? 500.41 SY?.59 ,.- 5 Y-COORD' = 600.0t 600.00 600.00 60H.00. 400.00 60H.00 40H.00 A00.00 *600.00 400.09 _.111S HOP .t _ 2.767- .3 4 'r 1.50n i 259 1.305_ . 1.405_i 1.LH4. .L.941 J . 5 3 6 _ __2. 919. ._ _ . . _ . . __." RAD 1US = *
.41.77 37.'06 36.76 *
, 3 4.;'h 32.46 30.44 2H.04 27.42,, 2H.vo 4 4 . 2.? .
! FELLENIUh = 2.499' .k2.115 1.407? t 1.226; 1.270 1.305 1.570 1.930 2 2.455 2 7/1 .
mitADIUS._ ._s A L.77... A L'6M _J 4. 7 A. ~44 211. .32.46 3 0. 6 4.. . 20.06 27.42 S '32.25 ..44.2' - (. .,D X-COORD = 560.00 563.09 56'7.70 571 67- 57L55 579.44 503.33 50/.22 591.11 595.09 Y-C00RD _.m.___598.On MYG 00
- MYU.00, M9tl.03 '590.00.._ 57tl.00. L90.00.
HISHOP .= 3.016 2.365' 1.339 1.206, 1.295 1.342 1.535 SYu tavao . 00.J,; 2./34 59 0. 00 ___ 3, '.,70.tag 00 . HADIUS = 32.37 '.20.05: 26.23' 24 41i 22.59 20.77 10.YS t /.31 h ' 30.4H 35.76
...FELLEN IUS .= . 2. 6 4 2...~.2.13n 1.216_. .1 235L. .1. 2 41. ._..1. 315 . 1.500 1. v 13 d_..*? . 512 2.069 ~ ~
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RADIUS - 32.37 "8 05 "4.23 24.41 ir 22.5v .'O . / / 1H.95 i /. 11 . 30.6H 35. 7.* l. (
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SUMMARY
OF ANALYSIS The minimum computed factors of safety for each case are shown in Figure 2. Case 2 best represents the critical failure surface for the shore barrier, since it indicated lower factors of safety than Cases 3 and 4. The local stone failure in Case 1 is not considered significant. Equipotential. lines for the computed factors of safety for Case 2 are shown on Figures 3 and 4 for the Fellenius , Method and Bishop Method, respectively. These equipotential lines graphically show the location of the origin point which p'a yielded the minimum factor of safety. l l . i l l i t 6$$) . i - 27
O i i k CASE BISHOP FRJ W IUS i 1 1.241 1.'218 1 i 2 2.052 .l.689 I 1 3.- 2.617 2.092 4 2.641 2.445 e l l FIGURE 2 MINIMUM FICIORS OF SAFEIY ' e D L-.___2e
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c's LOG OF SJ85UcrA CE PROreLE PE N E T A ATION ftESISTANCE & CORE RECOVE Rv
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CL ASSIFICAT ONS 9y: StFA (Soil) c G,ound Surfcce E;ev = 573 8 Ft.
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/ / Medium Brown & Cm y SILTY CLAY,( u
_ / \ ' w/Tr. of S.ind & Decayed Roots (doll j i7 U j 560 Stiff to Hard Brown V. SILTY CLAY, w/ Sone Sand & Cmvel, Mh. . l i g} V.Hard Gr, SANDY V. SILTY CQv w/R'c _ruu.: TCP/ rcd.< EL. 554.8 l24 "r " a- l * */ os i
' Med.Hard Gr. OIL'iITE ' f_'d ' 1 '.?;
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F25$ __ Vugs,30%,<1/32" frc n,LOLITE Sclutions.v s'Sbi c M~ ' * . '^'t *'*M. . . b, :R= Fad Lt.Gr. Ce:ented 3RECClaIED b9 h MIC'lIL._.4/Tre 'EHALE-HIM Gmy DCLOMITE, 8f *j, ':.; I E. 1:1 F No ,
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w/Pany Thin Elk. SHALE Sea.T.s. ,,; $' l, @p.'1 Hard Gmy Ce ented BREC'.:LTED DLILMITE, v-y; i , gc., .; a w/ Calcite & brn. Clay Deposits in .8, i ' t 5f0 r-- Vert. Fissures Vucs,<5%,1/16-1/4". g. '.% 4 g.'l t
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j 19' NX casing used. ,f( 5530 l- - w a Hole grouteds 2 bass cement. d NOTE:
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50% Drill Water Lost. E1. ' 553 8 to end of' boring. - l' a l_ l J c=. l
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P LoCAT CN: N-6780; E-5550 0 20 40 60 80 #00 "01 AL DEPT H : 3J'0" ALL ROCK DESCaIPTI $ REYr$I3dM1b]N & JOSEPHSC: son .G S T a e-E ':: 1-11-69 (U/M), BASED U.;0 LIM 7TR VTEUAL E7ld[JaTION OF EDN CD:-lS. eOgiNo CovPLETED: 1-13-69 ALL REVIEWED BY SOfL AND FOUNDATIONS ASSOCi'TES DR. L. BRO'#1 29563 NORT HwE ST E RN **'G N W AY w rN NsoECTOR :
.f .j B.S. I:ber (SLFA) (FURITJE) SO.JT HFIE L D. MICHIGAN 48075'
~ g:' _ DRIL L E R : F. Raid 1 LOG _ _Of_ TE ST BORING NO {L_
CONTRACTOR Payncnd Ccr. crete Pilo Div.
? we'.ER LEVEL .a ho'e o' 'nd cof ed a u'nbe r ElRICO FERMI ATOICC IO!ER FLANT 2
Ul:IT NO. ,. . o' hours of f er co,e pie hen of boring 19 f eet of cosm;. in cMce g,yg g ,ggg1GAN 9 pr NE74.T cN c u eTAncr TiiE DETROIT EDISON COMPANY
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~ PENETRATION .CEstSTANCE 8 CORE CECOVECY CL ASSf FIC ATiONS CV- SicFA (Scil) o Groed S u r f a ca E *ev = 572.6 Ft.
- E NETR ATioN RESIST A NC E
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Mediu::: Gray V. SILTY CLA' . SOIL 0,a b ' I 6 M0 3.[ Hard Brn. V. SILTY CLAY, 24 w/So:r.e Sand & Gravel. M .& I f i i 24
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.,, Hard Gr.DLI4 MITE,w/Miny Blk.S3 ALE Scanse Y i J,) 2 P
2P.- Few Fissures, Vertical,<1/32-3/16". .O- ' i ! . J:'-; 540 S ' i Ma- n. I
- .325: UY Uy IL%.s h
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,.g g f 24' NX casin6 used.
3 Hole Groutedt 1 5 bacs ee ent. . L e s 5 F s f LOCATION: N-7380; E-5850 0 20 40 60 80 'oo TOTAL DEFTH:40'0" E8 c4 ppCx ceaE oECevEav l soRiNo sTAcco: ALL ROCK DESCRIPTIM S A."2 A DITED 3Y 5RANDON & JG%_.:HSLN 1-18-69 (U/M) EASdD UiLNp.eE. "!OJ.AMIt.ATit.N LF PLCK 5LAES. somtNG COM PLE'T E D: 1-19-69 ALL PSVIE'4ED BY SOfL AND FOUNDATIONS ASSOCIATES
'NSPECTOR : 3.S. I=ber (S&FA) DR.(h h 29563 NORTHW E ST E R N HiG H W AY SOUT HFIE L D MtCH!GAN 48075 J. Pugh (f))
ORiL L E R : C O NTR ACTOR : Ray:r.ond Concreto Pile Div. LOG Gr TEST BORING NC 11 T WATER LEVEL in ho's at mescored number ENRICC FERMI aTo*iIC PLWER PLA.C* of hours of fer completion of boring UNIT NO. 2 feet of cosiag M PE NE T RATIOS S E S 'S'." CE
.a piece Not coserved M TrI DETRLIT EDISLN CDP. pat <Y Q %%er cf b.o-s r.cu.re d to dr.ve Lo. nc% 0 0 el wmp:er
_arps, gg TE g, L'CB'.0.lin [* M *nches. user:9.lb .!b .e.ght .ith }Q incS free f a 1 ,,,, , . , , ,
o LOG OF SJS $aUA CE PCMiL E PE NE T AAT'ON RESISTANCE 8 CORE RECOVERf l l Ct. A$SiF! CATIONS FY: S&fA_{ Scil)
*'ater So 'oce E ev =
m
$71.8 Ft.
D E NE TR ATICN RES' STANCE
- 3 E -u u. msg 1.xv.5 e o. n s. .s w u g"'570 ff m i , , i
- V) gg. V. Loose Gray SILTY FINE SA!!D.
N7 i 1 '
. ! 16
< / ' '
)
.Mediua Brown & Gray SILTY CIAY. C '
I
! ! t 7 J
( Soll O ,,,
' .l.! .
! 42 Hani Erown & Gray SILTY CLAY, i _.
S'. i C i ' 62 ' w/ Traces of Sand & Cravel. 7 l j c --
/ s-~
M / <n. 5' j V. Hard Gray SILTY CLAY,
,- ; i 550 *-*~ ,
il32 w/Some S2nd, Coarse Gravel 5 '
-[ / & Rock Prags.
4
! i i
Ffi" tid.C,r ir 1A.k11:. ,.,,"ItP/RUCh EL'. 547.8 ! sc .e ; . _ .2 31 , Vuen %- ~ F* Rd . Cr( t t LI TE _ SgA1;.n)c / mc ture.3, vic se,,f.WMM'.'1+d i 1/32" w ?.-w -t pE.. ' + 3' r 4'g.J.-
.BRECCI4Td3 D0LCMITE w Partines,So. e Fractures,n,cr/B1k. ; ,.
' %A fun
$0 iz.&SHALE Clos es ' - i s
' M,~i 4-
No. T
- HardGrayDOIbMITE, I w/Very Thin Black SHALE Seans. , ! 2
,1 p j g ..s <.
.g . ;
i j '3: j
, l i
' _ u ! 2.
3 s Hani Gray DCLOMITE.
-2 D?' , ... 3 -.,
7 530 ***
. a. . t !3 /- IIP ,.
g.. Pm Hard Gray BRECCIATED DOI 4 MITE, t
~
' 4-5 h i..e s w/Few black Partines. i W:V
@3")
" CALCITE Deposits in S all Fissures, si
.' i c.
Horizontal,1/16". . i..sf,4 I
' D !
520 r w
. i-e 5 i mS11shtly Lt.c . bw iir,d, etureou/vng,f mdose,
,1/16-1/d"...,u i 4". LJ M..%GM -4.%. m.< t6 W
% 4? r6tM' . - .A 10 1
27' NX casing used. Hole grouted; 15 bags cecent. 510 i LOCAllCN: N-7251; E-6162 TOTAL DEFIH: o 2o 40 so
$geOw eo soo BOAING S TNE D: ALL SCCK DES 0RIn AL..'S AR:yo ROCK CM RECME 4v L 10-16-68 l eogiNG COM PLET E D: 10-18-68 (U/M), BASED UPQ SIR VISUrg,_EXAn@ Tith LF RE CK CCRE ALL REVIEWED SY' DR. L. BRCVS gg,L AND FOUNDATIONS ASSGCIATES
'NSPECTOR * (pygpyg-C'A'L L E R *
- 3. S. Imler J.O. Vanzeck(SiTA) 29563 NORTH wE STE R N HIGH W AY
,- s C. Dean SOUTHrlE L D. wC HIG AN 4 tsO 75 :
AYER t l IV' LO3 OF TEST BO;iNG NO _16_ j C EL : of n ec d %<v'be r t
- ENRICC ERMI ATLMIC PGVER PLAST l of hours etter comp;etion of bonag UNIT NO. 2 i feet of cosmo 'a pio
- e
- pE nt taAnes s.t s sTu;cr~
Not orserved. % -- 1AGCONA BEACH, MICdlCAN THE Li!TRLIT EDISLS CL.".PAnY j w rw ee d u ,cureo eo er..e .1L ince o D sc : mere ' g
.@. ees. ma m. ie -e.or .. n n_ren t,.e to _a ma . L bate pe y.
{ Dos *.e.11a_ J
LOG Or Su::SU-rA CE PRC 8 'L E PE N E T 3 AT ION CES57 ANCE 8 CORE RECOVE RY
~
CL f SSiriC AT'ONS Sv: 3&fdI$o}l) Pla tforx. C'e. = 573 1 Pt. *ENETRAtscN REs: STANCE
- e a. 10 *- n a no "C.. i j ~l g PLATPCRM.
y,s E1 570 0 ne ' i i WATER. ' l g C.S.El.567.0 m 1,, ; ;
*rv gv s an;m, '
sn , M PEAT. MD n' W '/** ' I T W) .' i i s R /# r Soft to Medium Gray VERY SILT! CLAY. . g i i ( Soll
- n Stiff Brown & Cny VERY SILTY CIAY, (CL-MI) ,
9 ,m' , ! l l4 _l ! I ^17 { gj W/Little R M . *:w en C evr,1 7 gi <e 3
'/i Hani Cray VERY SILTY CLAY, " * ~
, , , J.J0_
- f. w/Scte Sand, Little Gravel. h l 4 I l
,, 19 l i 'M '
L-(.[ Stiff Gray VERY SILTY CIAY, "* i 16
@L-MI) { ,
3/. w/Sc:e Sind & Cravel. 1. .r
- r. f (cL_yj
, I .
~
'4
. V.h" ni Gmy w o=a Sand VERTSILTY
& Rock Prags. CLAY, , d1 TCP/RCO. EL. 92.2 ,' , Rur ho.
'NW
,' 540 Hard Gray DOLLMITE,w/Sc:te CLAY Seams, CALCITE.,So'e Vert.Traet.; Moh Clognat.i:
! ' l '. 'ld . ib : %3 N/' -
l i i L ?. $.'l 4 2
-'\Ws, ') Y
. 12 t --
)
6 *r. *I . E Hard Gray DOLOMITE, . s v.. ;-
,cq w/ Trace of S'iALE. *
;h"Qj l530 v.; !
iIh.':,s 4 %[ i !i
' ibm Gray DOIMIS,w/Scre_ MTL
,, g
*.+ ,,
.1
,A 5
? U y
- Hard Gray ARCILLACECUS DCILMITE, fir:
'[ > -
7
,f , ~ , ' , .
6 l w/Some Fractures, Close & Hori . 7
~ ,., 4 .'2 ,,. 3 520 .n q ham Gray DCLCMITE,
; p" w/Some Vertical Fraetures, Vide; i.7 , .~'. , .h.. ,;3 l ;.;sj.: . .
' 9
" # 1 Some 60* Fractures, close.
. M,
A.
m.i "k ':y.:; :
! F.2d Cray DOLCMITE '.' f So . e 3RECCIA. -
...d iD.- ? '..T';
y,.* .. ' !- ?9.. ., .a-. f' l . .., 510 . _ J. . ..-+; ^
- p- 'l 14D>..Gr.Cer.ented BRECCIATED DLILMITE.c 6 -
!~ (Vug s,<10f.,<1/16-3/S T E
; ll' NX casing used.
.4 Hele grouted; 1 bag cement.
- LOC A isON: N-7676; E.6]l~C O , _, 20 40 60 80 #00 Q Z W J g' g *p I n 71h* '"h TO'AL dei 4H:62'6" A .,,
, Wh IN,. . { fN. tidC{4 E pb RLCA ENq ,
7 BOR:N G S~ACFED: 10-16-68 M 6.5.M' PI -
^
L 00RWG CCN DLET E D: 10-18-68 3, h '- N) d Soil AND FOUNDATICNS ASSOCI A~E S (PURDUE 29563 NORT HWE STE RN hic H a AY mScECT OR : J.O. Wanzoek (S&FA) scoTHsirto, wcuiGAN 4PO75 J. Push ](L') ~ ' DR'L L E R : C O NTR ACTOR : Rayaend Concrete Pile Div. r WATER LEVEL in e.o'e ci ,adicated nuraber LOG 0: TESi BORING NO .17._ EriRICC FER."'.I 4TC. SIC PL 5 PLs.~T of hours e?'er compi. tion c' bonng
- UNIT UC. 2 lp ,, Co L COGNA .EAC::, MIC.CWi U feet of co m o n cme Not cbserved.
l
- PE 'JE T Rat t0N LE '. 'S' A .CE THE DEIRGIf EDISLN CUI'd AAY I *
.v. ,,s.r:.e, of :*-s recu. ed to ori.e 3 A .scn O D se i weet CAO
'*' a ccs. L' AT E Reve IJOB NO.110 1
, (5) .ren.a u s q _ Lip ' e .,0. g m. n.m Je , - e. o , . e
- 3
- a i , 7,
LOG Or sygsase:CE PR0 r'L E PE NE f RATION nESISTANCE & C04E RECOVECT Ct AssmC AT:0>.s cy: S1FA (.Scill Gro+a Sa**:ce E e = $74.1 Ft. , g g 7,,,e ,g g,,,, NC 7 e m e os la 3e de s* So o. Loose Drown MEDIUM Z De M .c ' O i h
// s Loose Gray SILTY MEDIUM sat.D. W a . ,. : i .
6
-i Loose Brown MEDIUll SA.iD. g ,. j, . ' -
l 4 E , Soft FIPRCUS PPaT. (Pt)s - .
}g
//
Soft to tM^'dium e tt_ A Brows & Gray SILTY 1 -1 fg $ CIAY.h, , e
%0 . e /
Stiff Brevn & Gray bRY SILTY CLA!, j w/So'.e Sind, Little Gravel. p gf g ,,j W ,. l
, i 20
) /
/
/ ! V.Hard Gray VERY SILTY CLAY, 3 CL - L_. . I N i , .
/
w/ Sone Sind. Little Gravel & Rock Frags. '
/ '
ME /*/. l l LOO /10" [/ r --
/ '
l i
, Run I TCP/RCCK EL. 54 .1 "*
-- l to M , , . .._.
;, p5. &. _ ~, cq. c.. .4. ..-y 99 %%Sof)eu Tt.gd.84.s.V Lt. Brn.4gr.
.trre5. fart ngs, Dgu,QgI{E, I .*~.u.
ul nc . :.: y, t l 1 Vu s._ CALCITE at El s.]! * -> w.- ;% . g 4ff.
" ;I'4,..- . . l :-%j
%3. 6. s,1 t, h- _7 CLAY SEAM. nsy l.
?
y' ,
, 13 5' 4-inch cauing used. .
Hole crouted; I his ce :ent. w a w LOCATION: N-7680; E-6000 0 20 40 so TOTAL D E FT H - 35 ' '*" Boa sG STA' ED: 12-16-68 QCCK DESCRIP'"IG'ib Wa?.$ A$ 5:G.C E ME C % E ev 60 sa M nRA..CCN & JOSEPHSCN 80 0 BORING COM PL ET E 0 *.12-17-50 P. kYIEISU 2$I3.\ SED Uiu U:.IR VISU.M,JAA?Ja.VfIt !i CF RLCK CLRES. DR. L. 11R0'4. cCll AND FOUNDATIONS ASSOClaTE S (pgpytrg) 29563 NORT H w EST E RN HtGHW AY NSPECTOR : B.S.Imber (SLFA) SOUTHrlE L D MICHIG AN 38075 jm ORiL L E R : M. Sugg -
~a~ ,
CONTR ACTOR :Raynond Concrete Pile Div. LOG OF TE ST BORit.G Nbb v
, r WATER LEVEL .n ho'e of indicated nureber EARICC FERMI ATLMIC PC'l's3 r PLANT cf hours ef ter core p4 tion of bonng UNIT NC. 2 feet of coming .n race Not observed 37 L G CHA G 0d, MICHIG M M PE NE T Rt.T QN RES'90.NCE
_ _ _THE DETRLIT EDISLN CLP/AiiY .. w e:4r of b o.3 r.eu.re d to or..e 2.o .nch o o se,i mpie' Aors.
~^
@..nees.u..,,f/ --GAC l[ ATE , . , . . ' . .Ro . [-c's d M l ib .i,n ze..-n
...~Y'
*)i NatrIn,o.1 av.1in M M nu. /com +
J
- LOG or S .,b 5+A rA CE DeCe tf I PE%ETRafOk EES'STAaE 8 CCat of CC b E sv CL ASST AC AT60NT P! SISA (Soil) 3 Gravad Sw<roce E:ev - 577.0 Ft. PENE T R ATiCN RESISTANCE "
- c. 4 o- r.,
, t=id
-Q
- ro .<. 4.
9
. j gl ,
e { i . 10 l V
.519
/) FILL Leose Brown SILTY MEDIUM SAND.
7
. y_
_ , 13 I O
,,..[-
f.f; FILL; Louse Gray SI_LTY MED.S.un. (Sr.)
. t Medium Brown & Gray SILIY CLAY, h l
[, 's ;e .'
"/8" S"'d-( SolL 4) ,, ,.
p[ V.Hard Brown & Gray F.3ANDY SILTY CLAY, w/ Sear.s cf Sand. l 100/M...'- M MLb , (CL-MC1, ) l
$50 h . V.Hard Gray F. SANDY SILTY CLAY, (CL-MC o ' t 100; s .,
- ',L. .
w/'kme Cc.obles & Rcck Frc.. =ents. ~~l re f-i nua' Ec.
; i
= C3* biULDZR3 & htCK FRnG!CN'":.i,w/ CLAY. .
* n>I;!TCP/lLCK EL.5h4.0 1 2
Sho-n, . ,
=. g. . .> '.-
_ Hartl Li6ht Gray DOLOMITE, "E ' MMi[ 3 S
~
l w/ Thin Seans of SHALE. .-w k.-. Soft SHALE, w/ANHYDRITS Streaks. . i .
^[h E1.$1 5 '
..'u: 4 y (")530 '
.1 -- .O.
g.v. ,
,r .
u .. h-
* }..
, l -L ..e..}
g a
, Iht.
i . * , ydd/M.<
. A. 4.@ ;
- $20 { , i { ., i.' ., ? 39
. ...~~:' x-w2. m. . 7 I l 'e..
' h'.' ; I- -i g[.4 l .
, Ce.?.ented BRECCI A:'EU I'<LLMITE.
i A , l- , ,. s ': . __2 _ i Tyi,~i, i 8 an -- ~ 8 i . 0 20 40 60 80 10 0 e l t cCc ".N : N-7980; E-6000 N0'*F~*- FE CC S E RY t I
' 5/o ROCK CCRE TcTAL DEmn : 82' 4' ALL ROCK DESCRIPTIONS AD.E AS EDITED SY 3RANDON & JOSEPHSON
! soRING S TARTED : 12-17-68 (U/M), BASED UDON THEIR VISUAL EXAMINATION OF ROCK CORES.
H! BORING COMPLETED: 12-26-68 Dames & .w.oore ALL REVIEWED BY S0lt AND F OUNDATIONS ASSOCIATES l ~~ l. DR. L. BROWN 29563 N ORT H WEST E RN HIGH W AY l k i* SPECTOR :5hA-P.Goiran (PURDUE) SouTHrit t o . MICHIGAN 48075 LOG OF TEST BORING N O. G'.%A o TRA OR[.Ra m d Cone e Pi e Div. _ - . , _ y w ATER LEVEL mhoa o f 'a dic a t e d nu m be r of cour s ENRICO FElu{I ATOMIC POWER PLANT ( ) c'rer completion of boriag, * - ' e s t of c a .ng m pie c e. UNIT NO. 2 N rENE T RAMN RE S:S T ANCE : (before grouting) I.AGMA BM, MM l_ N .,w tc cf e'o.s rew'ed 'o cr've -8 e.ach O D soil setpier M E M T'a GTM'OnVPWV ! ; .ncses, ws.*g afe_ in . get .* 8e _ mca fr ee 'on ApoR . GAO I:5 ATE: Rev W W. 110
.@N is . COR E DAM ET E R ,blevs/ v foot.
l _. evaluated 3 . t , /-i. l , ROCK . n,gn ':2h 'W
. , , , n O
4 Project
' Oua m ance biSPECTI0fiXiDTESTItiGOF 13 0 pgg SHORE BARRIER C0flSTRUCTI0tl EXHIBIT 9.513.3 METHOD OF TEST TR0XLER l Elev. Probe Moist
- M ist.
Moist' Percent Percent Density Dens. M Dry Ory . Count Moist. Moist- Count Dens. Dens. Dens. % S 4.ocation & Remarks Depth Count pcf Troxler , Ratio "" Cont'.Ck Ratio pcf Troxler Cont. n, Comp 14B ~ N G8Z5 E 5955 667.7 & 114B .BZ7 22.81 '!%fi Sr"JSU 396 2.371 12e S 107.1 pc f 95.o d'Ed" 149 N7006 569.3 1331 960 271Z M 4s6 2.725 120 3 44 0 99.8 150.. N7025 M 569 3 131In 949 26.75- #hh[5 436 2.Go5 12 3.2. 98.o asi N7075 s5 549.3 1343 96B Z7.4Z 24.5 427 2 657 12 4.2. 98.4 10s.7{ ios.6 15g t0:Z5 PMI569 3 1314 947 2e.69 24.Z 444 2.W9 12 2.o 9 619 io2.1 iS3 N7175 gg 569.6 13l3 947 2 6.99 24.9 463 2:772 119.7 94.6 99.e 15 4 N 72Z5 @ sco9.6 1347 971 2747 75.9 460 2.764 1201 94.Z 99.z $5 N7275 I_ 666.9 1475 1.063 BOA 4 M 448 2.683 121.5 92.7 976 iss N7325 E$ s589 1530 1.10 3 31 7L 3}nG 46o 2.76 4 izo.I 90.o 93.o i+1 96.0 157 N7375 NM 669.4 13(A .9B7 Z7.97 26 9 44Z 2.647 122.3 c35.9 45.o cm m9
#3 N7425 @ s'o 9.4 1363 976 2759 26.1 462 2.760 119.e 93.8 99 7 is N7475 D ScdLS l%S 984 27.fb7 26.6 4 37 Zut7 izz.9 93 c, ,oi .7 ico M7525 5 03.5 1377 .99 3 ZB.lO 2G.1 434 2.699 12 2.3 96.7 m.7 e Mol bl7575 -569.8 1%4 903 27.04 26.6 4% 'Z 79o i19.4 93.Z as.z 3
" " " %e Ec2 N75Zs Y ses.a i3ei .9e1 27.7s 25.0 asz 2.707 izi.o 94.e 5 "Jffi /1$ M E Yl*** PROJECT Fenui il 54cee 9tme. - ?
Proctor urve No. d Approxiamate ., Contractor IdollAWA Y y Optimum moisture Grid Line Scece of Materialpa 6tre -
% ]
Acceptable Moisture Type of Material dL
- Content Range E Weather ( Temp. 60rJNY v/AEM llaximum Density pcf Elev. N Inspector MV/ ' Date b-BED TROXLER fio. 7339 .
O o o o g g a g a g ,. STANDARD COUf4I $ w w w w w w w w w 8 w Checked By' g),lo[cb :DatelD&AD Density Moisture Time - l'3 6 7 7:is A M _l.yt M R M *
+
Project
!(m)Qualit wo INSPECTI0rs
{ D TESTING 0F m,nt. 9.513 new. 0
' ssurance P SHORE BARRIER CONSTRUCTIO?!
EXHIBIT 9.513.3 METHOD OF TEST TRO.XLER Moist
- Percent Percent Density Uens. M M ist. '
Dry Dry l.ocation & Remarks Probe Moist
- Elev. Depth Count Moist. Moist, Count Dens. Dens. Dens.
Count Ratio pcf Troxler Count Comp JA Cont.Ck Ra tio pcf Troxler Cont.3g
- 16 3 N 7675' E5455 569.8 6" 1396 1 006 26 62 2 ~7. 4 457 2 757 12o.4 93 4pcf 93.o IW1963 le N6850 e 5934 5m.o i384 1.016 20 80 27.O 440 7. 0 6 12.Z.4 96.2 es.o mimg tw5 N7ooo 570.o 1364 1000 28.42 26.0 449 2.(#A 12. t. 2. 94.4 '
99.4 lW M7050 1306 1016 260A Z '%[4 4 59 2749 I Zo.7_ 929 97.8 lfo7 N7tOO 137 4 1.0 0 7 28.<oz. 27 2 45Z f.7o7 12.1.0 94.0 98 9 198 h17150 1388 1010 29.c0 273 444 2659 12 2.0 94.4 % ik9 M7200 1388 1.on f6 29.co M Ir M 474 7638 116 4 91. 0 "E.Y 170 137250 1346 967 2.7.96 26.Z 454 7 789 1Z1. Z 94.8 990 171 N73DO 1414 1037 29.6 0_ M 45o 2.cAs 121. Z. 43.z 98.1 ijz tJ7360 13'44 985 27.BB 76.4 434 '1 599 12 3.3 970 1o7.1 17 3 M74DO I30B 959 27.00 f6.9 476 2 044 110 3 92.O 97.7 t74 M 7450 1336 .979 2771 25.6 447 2.fA 7 IZZ.4 %S a .4 175 h)72OO 141B 1.04 O 29.67 27 9 SM 434 7400 12 3.3 95.Z 93.0 IW 101.4 e t&pBZ5 E595s s 67.5 I191 .673 24.29 9rd $r'% 386 23II l29.3 1o6 6 1097 er 994 E l C0ilIROL DATA Proctor Curve No. I Approxiamate Contractor MollAWAT g Grid Line Optimum moisture Source of Material 69 stTE: Acceptable Moisture g
""9"
\
( X Type of Material d l. Weather ( Temp. 4 9 W ujAT.M E h
$fL _ 39 -
o o o o o o o o o o Inspector O.C. ' Datelo-6BO STANDARD COUNT Densi ty Moisture Time h w h w h w h w h w h w h w h w h w
- $w Checked By : Da telc>-9-8D
~lyf I307 7Go AM iro 7 i % A. 1:oo ? m D
'~
.voject
- w. .
~
- n. >. /
d & IflSPECTI0tl 'ArTIT TESTitlG OF 9.513 0 Oa
- U p gc e Sl10RE BARRIER C0flSTRUCTI0tl '
EXillBIT 9.513.3 METHOD OF TEST TR0XLER Probe Moist
- M ist.
Moist
- Percent Percent Density U "S* "" UU UI#
Location & Remarks Elev.. Depth Count Moist. Moist, Count Dens. Dens. Dens. ' % qf Count Ratio pcf Troxler Count Ra tio Cont.Ck pcf Troxler Cont. $c, Comp sciesi u 77 M72OO F 5934 5 70.0 6,, 1359 996 28.28 f6.2 ms 446 2435 122.s 9s.s pc f os.o md ia>e 7A N7500 1304 956 2GSG f.3.9 427 2.5s7 i24. Z gg.s ici.4 . 79 N7550 132.6 972 2750 25.5 o r.. o 4M 2.719 121. 2 9s. s ,i@
,,u ,
ao N moo 1301 952. ZG9I 26.8 ,,,*ies sc6 5oso 114 7 569.4 m-;n , P>l N7(oSO 1394 1.01 5 2866 26.7 432- 2.587 12 3.5 96.2. m 4 " E N 1700 12(o4 .927 fG.lO fa9 ",e E 3 44l 2.to41 122.G 98.1 'U o EU S} O l PROJECTJgp_gt_ll SilORE 6A7EIER._ C0flTROL DATA l lroctor Curve tio . ,y- Approxiamate Contractorjol[AWA'( o-Grid Line Source of Material Od stTE-ptimum moisture % g; \ eceptable Moisture Type of Material CL =
\
lContentRange f. E Weather ( Temp. 50MMY WAEM iaximum Density pcf Elev. N Inspector MN ' DatelD48/O; ROXLER flo. 2 339 - a g o o o o o 0 . o o l STAtlDARD COUtlI $ $ $ $ $ $ $ $ $ .8 Checked By :Datel0 9 86 ! Rnsi ty Moisture Time w w w w w w *
- w.w .
1364 I:00Fid
- J67 4
- '- l '
lO-8 '80 %
. d '.s, . .. ..
.m. - 3. . ..
g (- **
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n . . .- - . ,.
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%;' ," .: s ., , :.
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- ;;J. h m.
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c . . . a. :,: z.. ;w:: . . '. - >...-: n. a . p. n.~. . , .2 .. v...* r;
- lr.,s._-.., . s ;
. , y= .p s. ;
.-:'. .. .- - .. ... ,..p , ., . . >. ;'. *t. . .. s.n . . ,. .
.a.r..:...:.s::'.
" ?.
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.. . . DANIEL INTERNATIONAL ,7, . -
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, *. . . .' '.3..:- ~, . . s
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- FERMI II NUCLEAR PROJECT *h.
. G d. . ,'.V..'.i g . , ,.n i .h
.+
@q'<: .~
U% CID:#h'
. :..: . p. g:. 7 yf......s.... .
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Wccowm/c M06TOEE ',
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- INSPECTI0t1 ASIT TESTING 0F 9.513 0
,. ua Y U SHGRE BARRIER CONSTRUCTI0ft pg du e EXHIBIT 9.513.3 METHOD OF TEST TR0XLER Elev. Probe Moist
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- ll WAS pp>OJBD F EE CoMPM.TEt7 I OVE To U@E.R. @lhQ IPTS WEf.E NOT TDTEkS6EWZ4 PROJECT FEtEMi l{ $110% 14\EtllCE.
C0f4 TROL DA A "g g Contractor lloklAWAi roctor Curve IIO - Of< Approx 1amate gc 8 ptimum moisture % N cceptable Moisture g Type of Material CL
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im ne n. II u ty Assurance Procedure INSPECTION NTD TESTING 0F SHORE BARRIER CONSTRUCTION 9.513 0 b' EXHIBIT 9.513.3 i METHOD OF TEST TROXLER F1 i s t. Location & Remarks Eley. Probe Moist
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to4 A l E l [ o b b CONTROL DATA PROJECT Fev Mi Il S&gE BAUJeg. S? roctor Curve No.J Approxiamate Contractor HollAWAT y ne 9timum moisture %
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CG M m rem o V1 m - CS U N PROJECT i eRMs ll $HoeE 1%v2teR. % CONTROL DA1A Proctor Curve fio. W Approxiamate W Contractor NollAWAT o Optimum moisture
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- Probe Moist * .
4 Location & Remarks Elev. Depth Count Count Moist. Moist. pcf Troxler Count Dens. Dens. Dens. % Ra tio Count Ra tio pcf Comp b t. Cont.Ck Troxler Cont..$, 2 Al6925 EL53!oo 5 69.o 07 lib 7 837 2s 12. isc7 4iz. 2.4ez izs.9 ro4.4pcf 1051 Ji97.8
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ceptable Moisture Type of Material C.L :: Content Range E Weather ( Temp.o\lEEGST COLD - gximumDensity pcf Elev. N Inspector M ' DatelO-IS-BS.- f0XLER No._g.33_9 . O o o e o e o o a o ; [ STANDARD COUflI g g $ $ g 8 $ $ $ 8 Checked By N M [ 4.J IDate 10-l3-Ao ! fnsi ty Moisture Time w w w w w w w w w w 12g 4 (Tpj(i ba de 960% 7:00 AM 07:4'5 SI
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Oua S " INSPECTION AND TESTING 0F 9.513 0 p,gc ue Sl!0RE BARRIER CONSTRUCTI0ft
- EXHIBIT 9.513.3 METit0D OF TEST TR0XLER M ist.
Mois t
- Percent Percent Densi ty ens. '
l Elev. Probe Moist
- Wet Ug Dy Count Moist. Mois t; Count Dens.
lg..ocationt. Remarks Depth Count Ratio pcf Count Dens. Dens. Troxler Con t'. Ck Ra ti.o pcf Troxler Cont.8/- Comp E67 M6025 & 5936 57 8.0 (o# 1305 934 26.26 22.2 400 2.410 127 4 1o2 7pcf 104.z rz a q s.t, kE8>J E075 II60 .B % Z 309 $8fi T 38l 2.Z95 l30. I 106 6 10 6 .7 ma ini.e RG9 NG915 25-1 tztB 672 24.25 19.7 4oD 2.410 127 4 104 0 ro 4.2 as loo.e ho Nt475 M 1Z23 675 Z4.34 IB.to %O Z.169 133.1 ilo.4 sc4.:7 su is.s %71 M7DZS @3 916 25.6G fl.A _12.7 8 411 z.47(o IZro o 101.9 134 2 ite 97.8 17 2 N7075 m 129Z 925 26.97 22.5 42o 253o 124.0 100 4 9c.4 $73 N712.5 - _ $P i19 4 92/o ZG.co 21.9 402. 2.422 iz7. I lo'2 7 99.6 !74 N7175 - H 117D 909 25.47 21.0 S9(o 2.396 iz6.o 104.l 99.9 17 5 N~1225 $$ l354 .%9 27Al % "IES" 404 f.434 12/o.9 101.I $'Y. 57 6 N727 5 Es l'17/o 915 2 5.00 21.0 39 0 2.349 120.9 104.9 ico.7 !77 N1325- 5t@ 1277 314 zS.GZ 21.1 39 2. 2.361 128.(, lo4.(, 10 0.4 &78M737L M 1300 9 31 ZG.20 22.I 399 2A04 127.s in2.9 98.e L79 M7415 12Olo .921 25.04 21. + 3?4 2 S 73 128 3 10 4.I 99.9 a E80 NT475 1222 875 z434 20.2. 41 Z. 74BZ 12 s.9 103.2.
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Proctor rve fo. ,g. Approxiamate Contractor llDNAWAY y n Optimum moisture % urce of Matedal d ME F Acceptable Moisture E Conter t Range E Type of Material CL Weather ( Temp.WNNY, COLD laximum Density pcf Elev. N Inspector 7fdART&E '. DatelO[ZB[k STAT DARD COUtir 2 ens i ty Moisture Time w w w w w w w w w w Checked By ~ MtelO[Z9[8{
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7 'd s Proj.ect INSPECT 10t:7ND TESTING OF 9.513 0 O .' Proc Ue SHORE BARRIER C0tlSTRUCTI0tl , EXillBIT 9.513.3
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METHOD OF TEST TROXLER Probe Mois t
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