ML20009B242
| ML20009B242 | |
| Person / Time | |
|---|---|
| Site: | Fermi  |
| Issue date: | 06/10/1981 |
| From: | Decator J, Hunter M, Street W DETROIT EDISON CO. |
| To: | |
| Shared Package | |
| ML20009B241 | List: |
| References | |
| NUDOCS 8107150147 | |
| Download: ML20009B242 (100) | |
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DESIGN CALCULATION APPROVAL SHEET ENRICO FERMI UNIT ' DC No. 886 Rev. A PIS No. Y13-01 147 No. of Pages Title SIDPE STABILITY ANALYSES OF THE SHORE BARRIER Description of Revision 1-Dommentaticn of soil characteristics, 2-Translatory slide check, 3-effect of phreatic surface and cerched water. Assigned Engineer _ , M. L. Hunter MM Date {//C /g/ C Second Engineer a. p_ oc- ;=
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( _ Approved by: ,jjf Supervising Engineer W. M. Strmt . P.E. W4 Date 7 - ' C - 81 YYk , EL '
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- 8107150147 810713 PDR ADOCK 05000341 A pop
O SLOPE STABILITY ANALYSIS OF THE SHORE BARRIER ENRICO FERMI ATOMIC POWER PLAST UNIT 2 JUNE, 1981 D O 6 Y. Uh AwwsM - a __ - __---a- ---m-u ._.-mu- .-. . ._ mmm -mm -.m._a mas .w es eum 'M
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t O INDEX f r Page Statement of Problem 1 Assumptions '. l Method of Analysis 3 Soil Description 4
Analysis 7 1 2 Summary of Analysis 27 Conclusion 31 Appendix A - Soil Borings 32
' Appendix B - Troxler Test Results for Clay Seal 39 I Appendix C - CBP Test Results for Clay Seal 71 i
', Appendix D - Unconfined-Compression Test l Results at Elevation 568 Ft. 80 Appendix E - Unconfined Compression Test Results at Elevation 562 Ft. 114 Appendix F - EF-2 FSAR, Vaolum 1, Table 2.5-5 138 Appendix G - Sliding Wedge Analysis 139 References 147 O
#3 (V
STATEMENT OF PROBLEM To perform a stability analysis to determine the factot z safety against sliding for the shore barrier for the Enrico Fermi Atomic Power Plant Unit 2. e r I t I l i lnm I
- ._._ __ - _ . _ _ _ . _ _ - ..
-;. _
O G 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 equal 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 to cause movement is determined for innumerable (w)g
(, 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. ,
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W O (J METHOD OF ANALYSIS 4 The slope stability analysis was performed using the SLOPE subsystem of Integrated Civil Engineering System (ICES), available through McDonnell Douglas Automation Company. The SLOPE subsystem utilizes the theory of equilibrium forces to determine the factor of safety against sliding of any embankment. Three alternative methods of analysis are . available, two of which were used in this analysis:
- l. Fellenius 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 parallel to the bottom of the slice.
- 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 horizontally. As a check against the rotational slide analyses described above, a sliding wedge analysis was performed to check against a translatory slide. This analysis is presented entirely in Appendix G, Pages 139 through 146, of this report.
+
D O 3 .
p) 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 penetration number for this sand was generally found to be less than 2. There-fore, density and the angle of internal fr'- ion 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 of stone is assumed to be 150 pcf. The two types of stone are averaged for the combined properties.
)
Stonel; (1 .4) (150) = 90 Stone 2; (1 .25) (150) = 112.5 Average = 101.5 use 100 ccf The angle of internal friction is usually high for stone; therefore, 400 is assumed. Cohesion ir. stones is assumed to be zero. SOIL 3: Clay Seal Layer. Properties of the clay seal layer are indica'.ed by Troxler test results, included as Appendix B. The average in-place soil density is 120 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 of 2300 poun'ds/ square foot was selected, along with a cohesion value (C) of 1150 pounds / square foot. 4
SOIL-4: Medium Brown Silty Clay. The soil borings generally recorded a standard penetration number for the mealum clay of 10. See Appendix A. Unconfined compressive strength test results indicated a value for q q 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 boring's generally recorded a standard penetration number for the hard-to-very-hard brown and gray clay of 30. See Appendix A. 81nconfined compressive strength test results indi-
.ated a value for qu of between 5800 psf and 18,000 psf at elevation 562 feet, with a typical value of
(} about 8000 psf. The unconfined compressive strength for the hard-to-- very-hard clay is assumed to be 7000 p f, 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. FSAB Table-2.5-5 on pg. 2.5-65 indicates an average density of 152 pc f (See Appendix F). A conservative l value for ultimate compressive strength is 1.0 x 106 psf, therefore, cohesion is assumed as 500,000 psf. i
l 1 l' i 5
O UNIT N;GLE OF SOIL # WEIGHT (pcf) COHESIQJ (psf) INT. FRICTIO: (deg) j 1 80 0 25 2 100 0 40 3 120 1150 0 4 120 1250 0 5 130 3500 0 0 6 152 500,000 0 FIGURE I SOIL DATA SCL WJ1Y e O c
v) i ANALYSIS Case 1: A grid covering a large area was chosen to allow for an accurate search for a minimum safety factor. No restrictior.s were placed on the radius. The failure surface with the minimum factor was a small, local failure in j 4 the stone. This was not cr itical, so it was neglected. (Pages 8 to 11) 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 12 to 14) Case 3: Again a large grid was used to locate the minimum
/~') safety factor and its origin. The minimum radius
(_/ was established tangent to the bottom of the stone layer (Elev. 562). This produced a tailure 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 15 t o 18 ) 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 19 to 22 ) Case 5: This run is similar to Case 2 except that a phreatic surface is considered. The water table is assumed at elevation 572 ft. on the lake side of the slope and at elevation 576 ft. on the building side of the slope. (Pages 23 to 26). 0%M 7 _ _ _ - - - 1
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PJSH0r' = _4.182 J . 09.4.- .2. 412 ._2.181M. 2 11/._ _2 164 . , 2 311. . RADIUS = 41.00 41.16 41.00 ,41.00" 41.00 41.00 41.00 *
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31.e4 31.00- '31.00 31.00 31.00 31.00 t 3 O RADIUS = 31.00- .
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_.,_.. fELLENIUS.= 4.27/._ 2.919 2.170,; 1.012 . 1.700 1.094 2.271 .2 . ... ._.: < 31.00 31.00 31.00 s RADIUS = 31.00 31.64 31.09 31.00 0: X-CUORD = 557.00' 56?.00 _567.00 572.00" 577.00 5e?.00 50/.00 _ ,_ . . .. _ __._ . ._ . . . _ _ . _ .'" Y-COUND a 5DH.00 58H.00 '5dH.00 5HR.00 580.00 58%00 589.00 '
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SUMMARY
OF Id:ALYSIS 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 linee graphically sb.cw the location of the origin point which (_2 \ ~- yielded the minimum factor of safety. Case 5 results are similar to Case 2. The critical failure surface possesses the same computed factors of safety as Case 2. s*% L-) - 27
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i i l I l I CASE BISHOP FELLENIUS l 1 l 1 1.253 1.220 2 2.052 1.689 3 2.739 2.092 4 2.513 2.322 l 5 2.052 1.689 i l l O i FIGURE 2 MINIMUM FACTORS OF SAFETY l O I l 26 1 g . . _ . _ . . . . . . _ . _ _ . _ _ _ _ . _ . . . _ -- - _ . _ . . ._ .- - . . .
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