ML19350E567
| ML19350E567 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 06/10/1981 |
| From: | Campbell L WOODWARD-CLYDE CONSULTANTS, INC. |
| To: | |
| Shared Package | |
| ML19350E563 | List: |
| References | |
| 81C217-3, NUDOCS 8106230285 | |
| Download: ML19350E567 (125) | |
Text
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(,q lea;t Woodward Clyde Consultants ns Strut I
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CNCago. Mnois 60603 312 939.'000 Telex 253875 (WOODWARD CGO) l 10 June 1981 9gt 81C217-3 l
Consumers Power Company l
1945 West Parnall Road Jackson, Michigan 49201 Attention: Dr. T. R. Thiruvengadam Section Head - Civil Engineering Mail Code P-14-400 Gentlemen:
Preliminary Test Results Soil Boring and Testing Program Perimeter and Baffle Dike Areas Midland Plant - Units 1 and 2 INTRODUCTION During the period 13 March through 31 May 1981, Woodward-Clyde Consultants (WCC) has conducted a Soil Boring and Testing Program of the fill materials and natural foundation soils in the perimeter and baffle dike areas at the Consumers Power Company (CPCo) Midland Plant - Units 1 and 2.
This I
report briefly describes the scope of the boring and sampling program and the subsequent laboratory testing program.
In addition, the results of these programs are presented in the form of logs of borings and both tabular and graphical data summaries of index and shear strength property testing. These data are considered essentially complete and representative of materials from the dike areas. The data are marked " preliminary" because a few index property and undrained triaxial compression test results are not yet avail-able, checking of all parameters is not complete, and WCC internal peer
)
review has not been conducted. The test results presented herein supersede similar results transmitted in our letter of 15 May 1981 te CPCo regarding Preliminary Test Results of Index and Shear Strength Property Testing in the Dike Areas.
1 Consulting Engmeers. Geologists and Environmental scienusts
[A off :es in other Principal Cit es
!810 6 2 3 0 3D l
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Corps cf Engineer (COE) personnel have continually observed the drilling and sampling operations in the field. COE and CPCo personnel have also visited our Clifton, NJ laboratory and have observed laboratory operations including extrusion of tubes, preparation of triaxial and l
consolidation test specimens, and performance of index and engineering property testing.
l BORING AND SAMPLING Eight borings were drilled, sampled, and logged in the perimeter and 3
baffle dike areas at the general locations shown on Fig.1. Borings COE-2, 3, 4, 5, and 6 were drilled in the perimeter dike, and Borings COE-1, 7, and 7A were drilled in the baffle dike.
Samples of both fill materials and foundation soils were obtained from each dike area.
'I With the exception of Boring COE-7A, all borings were continuously g
sampled using " undisturbed" sampling techniques from near the surface (2-3 m
ft depth) to a minimum distance of 5 ft or 15 f t (specifications varied) into cohesive foundation soils underlying fill materials.
Undisturbed samples were obtained (and retained) in 3-in.-dia thin-walled tubes using Osterberg, Hvorslev, and Pitcher samplers.
Samples of foundation glacial till under-lying the perimeter dike were also obtained using high-recovery triple-tube core barrels cutting 3-1/4-in.
and 4-in.-dia core.
Boring COE-7A was drilled 5 ft southeast of Boring COE-7 for the specific purpose of conducting Standard Penetration Tests (SPT) in the foundation sands underlying the baffle dike at that location.
No sampling was performed in the baffle dike fill materials.
SPT's were performed at 2.5-ft intervals beginning at a depth of 35 ft and concluding at 71.5 ft depth in the underlying foundation clay.
I 1I Wcodward Clyde Consultants 1
I a
All eight dike borings were closed by grouting the borehole from the bottorr to the ground surface with a bentonite-cement grout.
I B
Logs of Borings COZ-1 through COE-7A are presented sequentially in Figs. A-1 through A-8, respectively, in Appendix A.
These synthesized logs are based on the WCC drilling inspectors' original field boring logs.
As such, the logs present descriptions of soil strata encountered in the borehole as well as pertinent details of the drilling and sampling operations. Results from subsequent laboratory testing have been used only j
to refine the locatior.s of strata changes that occurred within the intervals sampled.
I LABORATORY TESTING Index and shear strength property testing were performed as described in our letter to CPCo from Dr. H.M. Horn dated 22 April 1981. Index property testing included determination of density, water content, consistency (pocket penetrameter), liquid and plastic limit, grain-size, and specific gravity. Shear strength testing included unconsolidated-undrained triaxial compression tests (UU) and isotropically consolidated-undrained triaxial compression tests with pore pressure measurements (U U).
Such testing was performed on samples of the following types of fill and natural foundation materials: impervious fill, random cohesive fill, random granular fill, foundation clay, foundation sand, and foundation glacial I
till. Test specimens of the various types of fill and foundation materials were obtained from undisturbed samples from Borings C0F-1 through COE-7, as summarized in !!he following table.
I I
I Woodward.Clyde Consultants 7
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1 4
1 Material Type Boring No.
I Impervious Fill COE-2, 3, 4, 5, 6 Random Cohesive Fill COE-1, 7 Random Granular Fill COE-1, 7 Foundation Clay COE-1 Foundation Sand COE-6 Foundation Till COE-2, 3, 4, 5, 6 Laboratory test results from the dike areas are presented by boring and by material type in both tabular and graphical form as subsequently described.
I Index Property Testing Index property test results completed through May 1981 and other pertinent data are listed for Borings COE-1 through COE-7 sequentially in Tables B-1 thrc:;;;h B-7, respectively, in Appendix B.
These data are plotted g
by boring to t.reate an index property profile for Borings COE-1 through COE-7 5
in Figs. B-1 through B-7, respectively, in Appendix 8.
Note that all tube samples have act yet been extruded and processed for stratigraphy and index property testing.
Accordingly, gaps exist in the data profile and in the locations of subtle strata changes.
Particle-size distribution data for selected sieve sizes are sumarized in Tables B-1 through B-7; complete particle-size distribution curves and descriptions for 70 soil specimens I
from Borings COE-1 through COE-7 are presented in boring number sequence on Figs. C-1 through C-7 in Appendix C.
Index property test results are summarized by fill and foundation material type, respectively, in Tables 1 and 2.
Ranges in gradation of the
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fill and foundation materials are similarly presented graphically in Figs. 2 and 3.
I I
Woodward Clyde Consultants I
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Shear Strength Testing I
Shear strength property test results completed through May 1981 are presented in tabular and graphical form in Appendix D.
A few additional UU triaxial compression tests of the impervious fill and random cohesive fill materials were assigned at the end of May and have not been completed. These test results will be reported at a later date.
I Results of UU triaxial compression tests are summarized by material type in Tables D-1 through D-4, respectively, for impervious fill, random cohesive fill, foundation clay, and foundation till.
Stress-strain characteristics of these materials are similarly presented in Figs. D-1 through D-4.
Note that sample S-17-B from Boring COE-7 has been included with the foundation till sumaries based on similarities in their index and shear strength properties. As shown in the Log of Boring COE-7 (Fig. A-7),
this sample at a depth of about 31 ft overlies a deposit of foundation sand.
Results ci 'CTU triaxial compression tests are similarly summarized by material type in Tables D-5 through D-8, respectively, for impervious fill, random fill (cohesive and granular), foundation clay, and foundation till.
UTU test results are presented graphically in a series of four plots (a, b, c, d) for each material type in Figs. D-5 through D-9.
Stress-strain characteristics are presented in the first figure (a) of each series, and include deviator stress, obliquity (principal stress ratio), and A-factor plotted vs axial strain. A sketch of the specimen at test completion is also included. Stress paths are presented in q-p diagrams in the second figure (b) of each series.
In the third figure (c), Mohr circles are plotted on a I
Mohr-Coulomb diagram of shear stress vs effective normal stress.
In the fourth figure (d), the undrained shear strength for each test is plotted
~
versus the effective consolidation stress used in the test.
As shown in Tables D-5 through 0-8, failure characteristics have been summarized for conditions of both peak deviator stress and peak obliquity.
These conditions are noted by small arrows on the stress-strain plots ("a" Woodward.clyde consultants 7
l.
1 i
6
)
l figures).
The condition of peak obliquity is noted by a solid (filled in) symbol on the q-p diagrams ("b" figures).
Mohr circles are plotted in the I
"c" figures only for the condition of peak obliquity. The undrained strength data in the "d" figures are presented for the condition of peak deviator l
stress or the deviator stress at 20 percent axial strain or that when cavita-tion occurred.
l The strength envelope plotted in the q-p diagram ("b" figure) is that determined by a linear regression analysis using data points at the condition l
of peak obliquity (i.e., solid symbols). The slope and intercept (3 and a) of the regression line on the q-p diagram were then mathematically converted to the slope and intercept (i and c) of the strength envelope of the Mohr-Coulomb diagram ("c" figure). This procedure was used for all material l
types except for the random granular fill (Table D-6 and Figure D-7).
For this material, cohesion (c) was assumed to be zero and the results of Test No.1 (Boring COE-1, Sample S-9-C) were discounted somewhat because the test
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specimen contained thin lenses of silty clay.
I We will continue assigned index and shear strength property testing as well as evaluation and review of all tests data for preparation of a final report on the dike areas.
I Very truly yours, La Campbell Project Manager Attachments
'I cc: Mr. N. Ramanujam (2 copies)
Mr. T C. Cooke/D. Sibbald Dr. R. B. Peck Dr. A. J. Hendron, Jr.
l Dr. S. S. Afifi, Bechtel Mr. A. Boos, Bechtel Dr. H. M. Horn, WCC Mr. R. S. Ladd, WCC
)
Mr. D. M. Hendron, WCC i
Woodward.Clyde consultants 1
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3 APPENDIX A Logs of Borings 4
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2.
1 WOODWARD-CLYDE CONSULTANTS p fo, A /
Iv orggJ/g,e CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAE.SCIENTISIJ J
i OF BORING.@f.-/...
SHEET../. 0F.d,..
/?iloLMAJ8 Nl/ CLff $/AA/f bf (a Sl]
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+ if3/.C !!" ff2365) rilling agency date started,
'date finished 6/6 ACitt/A/C 9 Ahi'/L 8/
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37tre water level first,f,, compt.
44 ng.,,
L. ning hansner: A/OA/g weight drop driller prepared by Letry Moorryx list? t. AfrFFEMAA/
ampler ypp, gajgg.g insygg gg,i:
pyyzyg,,
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o >. b c REMARKS g,
DEPTH sea (DRILLING FLUID, FLUID IDSS, Hg
.EV.
DESCRIPTION SCALE q g g
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d'
- in CASING nr.ows. ETc.)
o co p.e I.
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WOODWARD-CLYDE CONSULTANTS b/f. 6 - /
CONSUI/.*ING ENGINEERS,' GEOLOGISTS AND ENVIROMENTAL SCIENTISTS i
ynisicsoco
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SHEET.S.
0F.4....
SAMPLES o
REMARKS z cn
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DESCRIPTION 3
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SCALE
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NOODWARD-CLYDE CONSULTANTS
. $-[
' ONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS C
NRING.696../...
SHEET.J. 0F.d...
SAMPLES o
l' REMARKS zm i
DEPTH u
. -c
- FLEV, DESCRIPTION (DRIWNG FMD, FWD I.OSS, M
SCALE
>. u ch DEPTII OF CASING, ac a i
ft 8 @
CASING BLOWS, ETC.)
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. t-e WOODWARD-CLYDE CONSULTANTS ff',f-2
- WN65/Z E D CONSULTING ENGINEERS, GECIDGISTS AND ENVIROMENTAI, SCIENTISTS
.I CF BORING. @ M.%.
SHEET.l. 0F.3....
' k?f2Mt project no.
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Cate finished rilling agency date started.et M AAe/L'er 8$ 6 82/11]Nt;
// M tit.-
- 1111ng equipment completion depth rock depth AIOdru~ A-d/
4'0.3 fr Nor tuouatrcerb cizo & type of bit ("d cpe G" 7#/ car #w, no. samples cist. f uncast.fg ccr y tSin9 S e grtef_
water level first gfg comp 1. gg 24 hr p, drop -
driller prepared by i.ecing hammer: Ajogg weight 6Aent TAto-141 son Lure L.HerecepAAs onmplcr TN/NwAls, Mrrgem firrN u A/ NC weight drop implcr hammer:
d p
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., g ggg DEPTH
.kb:
REMARKS g,
" EV, DESCRIPTION SCALE E,
(DRILLING FLUID, FLUID IDSS, x :g o
DEPTH OF CASING, y3 ft d N O $7 e JI A u
lun CASING BLOWS, ETC.)
O cc Mt***'- To des ~ dol'~'cott L an-e unse,er.enown, nun ara,na
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I WOODWARD-CLYDE CONSULTANTS j-ff, A 2
' CONSULTING ENGINEERS, GI")LOGISTS AND ENVIROMENTAL SCIENTISTS I.
O ING.GM - T...
SHEET. 3.0F. 4...
SAMPLES
$. >E.f g gg g
f (DRILLING FLUID, FLUID LOSS, M
".EV.
DESCRIPTION SCALE o cms DEPTH OF CASING, sc 4 ft S
8 #1l CASING BLOWS, ETC.)
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rc3ect project no. g acction elevation & datuni
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['~/f. A-0 bNING.d4 :4...
SHEET. 4. 0F. 8/....
l SAMPLES g gg g,
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SHEET../. 0F..f...
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' CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS l,SwrHcristo 0G OF BORING. CM.~ 78.
SHEET.Z. 0F. 8...
SAMPLES o
. REMARKS z v3 I
DEPTH u
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M
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I WOODWARD-CLYDE CONSULTANTS i
CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS
/
g LOC OF BORING.. N(I'.N.
SHEET. 2f.0F. d...
SAMPLES g gg j
$. & $ hh (DRILLING FLUID, FLUID LOSS,
- EV, DESCRIPTION SCALE O emN DEPTH OF CASING,
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' CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS
/[
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/
SHEET. :f..OF.. I"...
SAMPLES REMARKS o
7.EV, DESCRIPTION DEPTH
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[$
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>.u ch DEPTH OF CASING, ft 8 M CASING BLOWS, ETC.)
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WOODWARD-CLYDE CONSULTANTS
' CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS pj-]', A., g pg,.g, LOG.OF BORING..N O.'//f.
SHEET. J~. 0F.. f~...
~
SAMPLES RE N S 2"
DEPTH u
- -" 5 uLEV.
DESCRIPTION 3
E, (DRILLING FLUID, FLUID LOSS,
~
SCALE u ch DEPTH OF CASING, 4: 3 ft 0
8 P CASING BI4WS, ETC.)
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3ll 5A A/O - Jeer l 3/t.7*
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APPENDIX B Index Property Test Results 1I l
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UB TESTINS SUMMRY EsrM Der 72 h/e B-/
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LAB TESTING SthMARY Ammn nar l
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I I
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