ML20009H255
| ML20009H255 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 07/22/1981 |
| From: | Campbell L, Stenborg J WOODWARD-CLYDE CONSULTANTS, INC. |
| To: | |
| Shared Package | |
| ML20009H254 | List: |
| References | |
| NUDOCS 8108070105 | |
| Download: ML20009H255 (73) | |
Text
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ESTIMATES OF MAXIMUM PAST CONSOLIDATION PRESSURE OF COHESIVE FILL MATERIALS DIESEL GENERATOR BUILDING MIDLAND PLANT - UNITS 1 and 2 MIDLAND, MICHIGAN I
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for I
Consumers Power Company 1945 West Parnall Road
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Jackson, Michigan by I
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%4) Meg 4%,m y James W. Stenborg and Larry M. Campbell 22 July 1981 81C217 I
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F TABLE OF CONTENTS Pace 1.
INTRODUCTION 1
2.
DATA SOURCES I
3.
DATA PREPARATION 2
4 ANALYTICAL PROCEDURE 3
4.1 Casagrande Tachnique 3
4.2 Other Techniques 3
5.
DATA PRESENTATION 4
I 6.
CONCLUSIONS 4
7.
REFERENCES 6
LIST OF TABLES Table 1 Index Properties of Consolidation Test Specimens, Tested by WCC in 1981 Table 2 Index Properties of Consolidation Test Specimens, Tested by GZD in 1978 Table 3 Estimates of Maximum Past Consolidation Pressure, p'c From Consolidation Tests by WCC in 1981 Table 4 Estimates of Maximum Past Consolidation Pressure, p'c From Consolidation Tests by GZD in 1978 LIST OF FIGURES Fig. 1 Boring Location Plan (WCC), Borings Drilled in 1981 Fig. 2 Boring Location Plan (GZD), Borings Drilled in 1978 Fig. 3 Estimates of Maximum Past Consolidation Pressure From Tests by GZD arid WCC (For Maximum Test Load of 16 tsf)
Fig. 4 Estimates of Maximum Past Consolidation Pressure From Tests by WCC (For Maximum Test Load of 64 tsf)
LIST OF APPENDICES l
Appendix A Consolidation Test Results, Tested by WCC in 1981 Appendix B Consolidation Test Results, Tested by GZD in 1978 Strain-log p' plots (by WCC from GZD data)
Void ratio-log p' plots (original GZD data) i Woodward.Clyde Consultants I
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1.
INTRODUCTION I
This report presents estimates of the maximum past consolidation pressure of cohesive fill materials obtained at the Diesel Generator Building (DGB) at Consumers Power Company (CPCo) Midland Plant - Units 1 and 2.
Estimates of maximum past consolidation pressure (p') were determined from the results of laboratory tests performed on specimens of cohesive fill materials obtained using undisturbed sampling techniques. These specimens were tested in I
1981 by Woodward-Clyde Consultants (WCC) and in 1978 by Goldberg, Zoino, Dunnicliff & Associates, Inc. (GZD).
The samples tested by GZD were obtained prior to the surcharge program for the DGB, while those tested by WCC were obtained after the surcharge program had been completed.
I Estimates of maximum past consolidation pressure was determined from nne-dimensional consolidation test results by using the Casagrande (1936) graphical technique.
The applicability of other techniques (Janbu,1969; Schmertmann, 1955) was also investigated.
I 2.
DATA SOURCES I
Test results from 27 one-dimensional consolidation tests performea by WCC were obtained from Appendix E of a report (WCC,1981) to CPCo concerning the test results of the Soil Boring and Testing Program for the DGB.
These tests were performed on specimens of cohesive fill samples obtained above el. 600 from seven I
borings located outside of the DGB, but inside the crest of the surcharge fill, as shown on Fig.1. At the time the borings were drilled, the ground surface was at approximate el. 634.
Index properties of these WCC test specimens are pre-sented in the order of decreasing elevation in Table 1.
I Test results from 14 one-dimensional consolidation tests performed by GZD were obtained from a report to Bechtel prepared by GZD (1980). These tests were performed on specimens of cohesive fill samples obtained above el. 600 from nine I
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borings located inside and one boring (DG-7) located outside cf the foundation area of the DGB, as shown on Fig. 2.
As recorded on the boring logs (CPCo,1980),
the ground surface at the time the borings were drilled was at approximate el. 628 for the interior borings and approximate el. 631 for boring DG-7.
Index I
properties of these GZD test specimens are presented in the order of decreasing elevation in Table 2.
I 3.
DATA PREPARATION I
The data used to estimate maximum past consolidation pressure were all I
presented as volumetric strain (c ) plotted vs the logarithm of applied pressure y
(log p').
The shape of the compression curve on a strain-log p' plot is the same as that on a plot of void ratio (e) vs log of pressure (e-log p') because the ordinates (c and e) are proportional. The strain-log p' form of presentation, y
therefore, is equally applicable for determining various consolidation charac-teristics such as compression indices and maximum past consolidation pressure.
The WCC data were presented in the form of strain-log p' plots. Therefore, they were used directly for the determination of maximum past consolidation pressure. Copies of the WCC consolidation data are presented in boring / sample-I number order in Appendix A.
The GZD data, however, were presented in the form of e-log p' plots.
From these data, we estimated the value of the void ratio at each load by scaling directly from the plots. The initial void ratio (e ) and the scaled void ratio g
for each test load were used to calculate the volumetric strain by dividing the change in void ratio (e - e) by the quantity (1 + e ).
The resulting values I
g g
were then plotted on strain-log p' plots, as had been done for the WCC data.
Copies of the transformed (strain-log p') and original (e-log p') GZD compression curves are presented in boring / sample-number order in Appendix B.
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4.
ANALYTICAL PROCEDURE 4.1 Casagrande Technique Estimates of the maximum past consolidation pressure were made using the Casagrande graphical technique for each of the 27 WCC and 14 GZD consolidation test results.
In an effort to assess the level of uncertainty inherent in performing this construction (resulting primarily from the selection of the point of maximum curvature of the compression curve), we have utilized the estimates made by three geotechnical engineers, each working independently of the others.
Each engineer was instructed to review the Casagrande technique I
and to provide his/her best estimate of the maximum past consolidation pressure utilizing this technique and the consolidation test results provided (as in Appendices A and B).
For the WCC data, two estimates of maximum past consolidation pressure were made by each engineer. One estimate was made assuming that the maximum test load on the specimen was 16 tons per square foot (tsf), the same as had been used in I
the GZD testing; the engineers, therefore, disregarded the test data at pressures greater than 16 tsf. The other estimate, however, was made utilizing the entire compression curve tc the maximum test load of 64 tsf.
4.2 Other Techniques l
Estimates of maximum past consolidation pressures were also made using other techniques.
Using the WCC data only, six tests were evaluated using a technique described by Janbu (1969) and four tests were evaluated using a tech-I nique proposed by Schmertmann (1955).
For the test results evaluated, these lI techniques were judged to be not applicable.
The test data evaluated did not exhibit the characteristic shape (form) described by Janbu.
For the test data evaluated by the Schmertmann technique, the resulting curves of " void-ratio reduction" were all quite syninetrical and did not, therefore, provide a definitive estimate of the maximum past consolidation I
pressure. Evaluation of additional test data using these techniques, therefore, was discontinued.
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5.
DATA PRESENTATION
'EE The estimates of the maximum past consolidation pressure are summarized for the WCC and GZD data in Tables 3 and 4, respectively, in the order of decreasing elevation of the specimens.
For each test, the estimated value of the maximum past consolidation pressure by each engineer is tabulated, as is the average of I
these tt.ree estimates. For the WCC data, the three estimates and the average are presented in Table 3 for both conditions of maximum load of 16 tsf and of 64 tsf.
I The estimates of the maximum past consolidation pressure from the WCC and GZD test results are presented graphically on Fig. 3 for the condition of maximum load of 16 tsf.
For each test, the minimum, maximum, and average of the estimates are plotted at the elevation of the test specimen.
Also shown for reference are in-situ effective overburden pressure distributions for the range of ground surface elevations that existed in 1978 and 1981 when the samples were obtained.
A total unit weight of 132.4 pour.ts per cubic foot (pcf) and a submerged unit weight of 70 pcf were assumed to calculate the overburden pressures. The ground water level was assumed to be equal to that of the maximum I
cooling pond operating level, el. 627.
The estimates of maximum past consolidation pressure from the WCC test results for the condition of maximum load of 64 tsf (Table 3) are similarly plotted vs elevation on Fig. 4.
The minimum, maximum, and average of the esti-mates are plotted.
Also shown is the in-situ effective overburden pressure distribution that existed in 1981, calculated using the assumptions previously I
described.
6.
CONCLUSIONS This report presents estimates of the maximum past consolidation pressure of cohesive fill materials as determined by three geotechnical engineers using the Casagrande graphical technique.
These estimates are based solely.on the results of one-dimensional consolidation tests performed in the laboratory.
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I For samples at the same elevation, the estimated maximum past consolidation pressures of specimens tested by WCC in 1981 are, in all but three cases, larger than those for specimens tested by GZD in 1978 (Fig. 3).
In addition, the maximum past consolidation pressures estimated from the results of tests having maximum loads of only 16 tsf are smaller than are those estimated from the results of tests having maximum loads of 64 tsf. For the data in Table 3, the difference in the average estimates for the two maximum loading conditions ranges from 0 tsf to 3.07 tsf and averages about 1.0 tsf.
Because of the better definition of the virgin portion of the compression curve, the esti-mated maximum past consolidation pressures determined from the results of tests I
having maximum lodds of 64 tsf are considered better estimates of the maximum past consolidation pressure.
The Janbu technique for estimating maximum past consolidation pressure was judged to be not applicable because the data did not exhibit the char:cteristic form described by Janbu.
Similarly, the Schmertmann technique was not appropriate for these test results because a definitive value of the mdximum past I
consolidation pressure could not be determined.
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7.
REFERENCES Casagrande, A. (1936). The determination of the pre-consolidation load and its practical significance.
In Proceedings, First International Conference on I
Soil Mechanics, Cambridge, MA, v 3, pp 60-64.
n Consumers Power Company (1980). Interim report - settlement of diesel generator I
foundations and building, Midland plant - units 1 and 2.
In Response to 10 CFR 50.55(e) submitted to the Nuclear Regulatory Connissi5ii.
I Goldberg, Zoino, Dunnicliff & Associates, Inc. (1980).
Consolidation tests.
Report prepared for Bechtel Associates, Ann Arbor, MI, by Goldberg, Zoino, Dunnicliff & Associatts, Inc., Newton Upper Falls, MA, February 1980, 81 p.
(Bechtel Report No. 7220-C79-17-1).
In Consumers Power Company (1980).
Janbu, N. (1969). The resistance concept applied to deformations of soils.
In Seventh International Conference on Soil Mechanics and Foundation EngT-neering, Mexico City, Mexico, v 1, pp 191-196.
Schmertmann, J.H. (1955).
The undisturbed consolidation of clay.
In Trans-actions, American Society of Civil Engineers, v 120, p 1201.
Woodward-Clyde Consultants (1981).
Test results, diesel generator building, soil boring and testing program, Midland plant - units 1 and 2, Midland, I
Report prepared for Consumers Power Company, Jackson, MI, by Woodward-Clyde Consultants, Chicago, IL, 8 July 1981, 9 p, 8 appendices.
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TABLE 1 INDEX PROPERTIES OF CONSOLIDATION TEST SPECIMENS TESTED BY WCC IN 1981 Sample Initial Initial and Water Total Liquid Plastic Boring Section Elev.
Content Density Limit Limit Specific Number Number (ft)
(%)
(pcf)
(%)
(%)
Gravity COE-13B S-1B 625.3 9.9 137.9 23 13 2.75 C OE-9 S-3B 625.0 13.7 135.9 21 12 2.76 COE-12A S-2D 623.8 11.2 139.2 21 13 2.76 I
COE-9 S-4A 623.0 12.3 137.9 20 12 2.74 COE-10A S-1B 622.8 11.1 137.2 20 13 2.73 COE-12A S-3C 621.5 11.9 138.8 21 13 2.74 COE-II A S-2B 621.0 10.5 138.6 22 12 2.75 COE-10A S-2C 620.2 12.3 133.0 21 13 2.74 COE-9 S-5B 620.0 11.0 139,3 21 13 2.73 COE-II A 5-4B 619.3 11.8 137.9 22 12 2.75 COE-13B S-3D 619.1 9.6 142.2 19 13 2.74 COE-9 S-6B 617.8 12.1 136.6 22 14 2.75 COE-9 S-6C 617.5 11.7 139.2 20 12 2.74 I
COE-13 A S-3C 617.3 11.0 142.6 20 12 2.73 COE-II A S-5B 616.7 12.1 135.1 21 12 2.71 COE-12A S-5C 616.7 9.7 141.5 21 12 2.78 COE-13 A S-4B 615.4 12.1 136.5 21 12 2.75 COE-12A S-6B 614.6 18.0 132.3 46 18 2.77 COE-9A S-8B 614.1 13.8 137.5 26 14 2.75 COE-12A S-7C 612.8 17.2 132.1 38 17 2.75 I
COE-13 A S-5C 612.5 10.0 145.4 24 13 2.74 COE-13 A S-6C 611.2 10.9 144.9 24 13 2.79 COE-12A S-8B 610.6 14.6 135.9 23 14 2.74 COE-13A S-8B 609.2 10.7 141.3 21 12 2.74 COE-12A S-9B 608.0 14.5 135.0 28 15 2.78 COE-13A S-9B 606.9 10.4 140.1 23 14 2.74 COE-12A S-10B 605.6 18.8 131.1 34 15 2.73 81C217 I
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TABLE 2 INDEX PROPERTIES OF CONSOLIDATION TEST SPECIMENS TESTED BY GZD IN 1978 Initial Initial Water Total Liquid Plastic Boring Sample Elev.
Content Density Limit Limit Specific Number Number (ft)
(%)
(pcf)
(%)
(%)
Gravity DG-16 626.6 11.3 136.8 19 12 2.72 DG-9 S-1 625.6 13.3 135.9 20 13 2.71 DG-9 S-3 622.1 11.7 134.8 21 12 2.72 DG-9 S-4 620.1 13.4 133:3 23 12 2.72 I
DG-11 S-6 618.3 9.9 140.3 21 12 2.71 DG-10 S-4 618.1 13.9 133.1 21 11 2.72 DG-21 S-5 617.0 17.7 130.3 22 13 2.71 DG-23 S-7 616.6 13.3 133.0 19 11 2.72 DG-21 S-5 615.0 13.1 135.5 20 12 2.71 DG-10 S-5 614.9 14.9 137.4 32 13 2.69 CG-19 S-9 614.2 15.3 131.7 26 13 2.73 DG-7 S-4 613.8 11.8 140.3 20 12 2.72 DG-26 S-7 613.3 30.0 121.2 39 14 2.75 DG-17 S-3 610.0 12.2 140.6 23 13 2.72 I
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TABLE 3 ESTIMATES OF MAXIMUM PAST CONSOLIDATION PRESSURE, py FROM CONSOLIDATION TESTS BY WCC IN 1981 py, Max. Past Consolidation Pressure (tsi)
Max. Load = 16 tsf Max. Load = 64 tsf I
Boring Sample Elev.
Determination Determination Number Number (ft) 1 2
3 Avg.
1 2
3 Avg.
COE-13B S-1B 625.3 1.4 1.3 1.1 1.27 1.6 1.6 1.25 1.48 COE-9 S-3B 625.0 1.05 1.05 0.80 0.97 1.5 1.8 1.5 1.60 COE-12 A S-2D 623.8 1.6 1.6 1.35 1.52 2.3 2.4 2.1 2.27 I
COE-9 S-4A 623.0 1.05 1.15 0.92 1.04 1.25 1.4 1.3 1.32 COE-10A S-1 B 622.8 1.6 1.1 0.95 1.22 1.8 1.2 1.05 1.35 COE-12A S-3C 621.5 1.1 1.1 0.90 1.03 1.45 1.6 1.35 1.47 COE-II A S-2B 621.0 2.1 2.1 2.1 2.10 3.25 3.4 3.3 3.32 COE-10A S-2C 620.2 1.4 1.3 1.1 1.27 2.0 1.9 1.8 1.90 COE-9 S-5B 620.0 1.4 1.35 1.4 1.38 1.65 1.8 1.9 1.78 I
COE-II A S-4B 619.3 1.65 0.9 0.94 1.16 1.65 0.9 1.0 1.18 COE-13B S-3D 619.1 1.8 2.4 2.6 2.27 2.1 2.8 3.2 2.70 COE-9 S-6B 617.8 1.2 1.0 0.80 1.00 1.4 1.2 0.98 1.19 COE-9 S-6C 617.5 1.5 1.5 1.4 1.47 1.5 1.5 1.4 1.47 COE-13A S-3C 617.2 1.6 2.0 2.4 2.00 2.7 3.8 4.6 3.70 COE-11 A S-5B 616.7 1.2 1.0 0.88 1.03 1.45 1.3 1.2 1.32 COE-12A S-5C 616.7 1.65 2.15 1.9 1.90 2.4 2.65 2.6 2.55 COE-13A S-4B 615.3 1.35 1.7 1.6 1.55 1.85 2.7 2.2 2.25 COE-12A S-6B 614.6 3.5 3.9 3.4 3.60 4.5 5.6 5.4 5.17 COE-9A S-8B 614.1 1.5 1.9 1.65 1.68 1.9 2.6 2.0 2.17 I
COE-12A S-7C 612.8 4.4 4.1 4.1 4.20 7.5 7.1 7.1 7.23 COE-13 A S-5C 612.4 2.4 2.1 1.
2.13 5.9 5.1 4.6 5.20 COE-13A S-6C 611.1 2.4 2.0 2.0 2.13 4.7 3.6 3.5 3.93 COE-12A S-8B 610.6 3.0 2.6 1.8 2.47 5.4 5.0 3.4 4.60 COE-13A S-8B 609.1 2.1 1.95 2.0 2.02 4.9 4.6 5.0 4.83 COE-12A S-9B 608.0 1.65 2.0 1.9 1.85 3.3 3.8 3.8 3.63 COE-13 A S-9B 606.8 2.1 2.1 1.3 2.00 2.9 3.4 3.0 3.10 I
COE-12 A S-10B 605.6 1.7 2.0 2.2 1.97 2.35 2.9 2.8 2.68 SIC 217 I
I-I TABLE 4 ESTIMATES OF MAXIMUM PAST CONSOLIDATION PRESSURE, py FROM CONSOLIDATION TESTS BY GZD IN 1978*
I py, Max. Past Consolidation Pressure (tsf)
Boring Sample Elevation Determination I
Number Number (ft) 1 2
3 Average DG-16 626.6 1.1 0.88 0.70 0.89 LG-9 S-1 626.6 0.43 0.45 0.36 0.41 DG-9 S-3 622.1 0.83 0.62 0.60 0.68 DG-9 S-4 620.1 0.36 0.29 0.26 0.30 DG-ll S-6 618.3 1.37 1.50 1.25 1.37 DG-10 S-4 618.1 0.38 0.32 0.35 0.35 DG-21 S-5 617.0 1.50 1.45 1.20 1.38 DG-23 5-7 616.6 1.40 1.35 1.20 1.32 DG-21 S-5 615.0 0.42 0.32 0.34 0.36 DG-10 S-5 614.9 0.67 0.80 0.88 0.78 DG-19 S-9 614.2 0.55 0.73 0.75 0.68 DG-7 S-4 613.8 0.98 0.95 0.95 0.96 DG-26 S-7 613.3 1.10 1.35 1.3 1.25 DG-17 S-3 610.0 1.45 1.45 1.25 1.38
- Maximum test loauing on specimens was 16 tsf.
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i APPENDIX A Consolidation Test Results, Tested by WCC in 1981 I
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l CONSOLIDATIOM TEST I
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I: .v. ._...a.__ CONSOLIDATION TEST I Ccg - /2 s4 Sample No: S-f B Depth,f t: J f'-f Boring No:
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I= CONSOLIDATION TEST I Boring No:M#. /M Sample No: S.M Depth,f t: /A y Maternal: CL,nr.jy h u,b g.p. s,/y'y Q A )' w,c g 9 m e/ f m..s d I Water Totolunit hold Rotlo S a'turation, Height,
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CONSOLIDATION TEST T d Boring No- (gE*/3A Sample No: S e/ B Depth,f1: /6. 2 Materiol. Cx ge.de e f f gd,$p g,g, [Qf' -fm j,,we/4 s. s m/ g Water Totolunit Uold Rollo Saturatics Height,
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nm.CMJ 7-1 .er s iuCa INiTI AL 11.3 136.8 0.38 81 0.800 BORING NO. D G 16 TEST SERIES ( r:N AL 10.0 14 5.5 0.28 96 0.743 SAMPLE N O. 188 ,I DEPTH 1.2'-l.7, DATE OCT 1978 TECH. B /M l GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,lNC. REVIEWER CW& FILE 2190 l CONSULTANTS IN GEOTECHNICAL ENGINEEF.ING / [ 1
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.a s iNc" 7220-C79171 E INit:AL 17.7 130.3 0.53 91 0.750 BORING NO._DG 21 TEST SERIES I 10.8,5 FIN AL 16.2 138.5 0.42 IOOt O.696 SAMPLE N O. 202 i - 11.1, DATE OCT 1978 DEPTH TECH. h_Ji=A/ GOLDBERG,ZOINO,0UNNICLIFF 8 ASSOCIATES,1NC. REVIEWER FILE 2190 I CONSULTANTS IN GEOTECHNICAL ENGINEERING
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_u .a. inca k INITI AL 13.3 133.0 0.45 81 0.800 SAMPLE 7 N O. 983 BORING NO. DG 23 TEST SERIES I FIN AL l o.T 14 5.6 0.29 100 O.T l y Il.5 -If_5, D ATE DET 19' B DEPTH _. B f.Luhr L TECH. NN GOLOBERG,ZOINO,DUNNICLIFF & ASSOCIATES,lNC. REVIEWER FILE 2190 i M ~ CONSULTANTS IN GEOTECHNICAL ENGINEERING
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INITIAL 30.0 121.2 0.84 98 0.750 BR Ah.7bd2F7I TEST SERIES I' FIN AL 27.9 125.8 0.75 100 0.711 SAMPLE 7 N O. 984 J DE?TH I 4 E'-14 B, D ATE ocT 1978 i TECH. 49 Ah GOLOBERG,ZOINO,0UNNICLIFF & ASSOCIATES,1NC. REVIEWER FILE 2190 CONSULTANTS IN GEOTECHNICAL ENGINEERING _ - _ _ _ _ _ _ _ _ _ _}}