ML20245C325
| ML20245C325 | |
| Person / Time | |
|---|---|
| Site: | Beaver Valley |
| Issue date: | 01/25/1979 |
| From: | DUQUESNE LIGHT CO. |
| To: | |
| Shared Package | |
| ML20244A642 | List: |
| References | |
| TAC-6605, NUDOCS 8710260505 | |
| Download: ML20245C325 (19) | |
Text
{{#Wiki_filter:. . . _ . . . . .. DUQUESF'I LIGHT CO'4PM.T HIGIITIIRII!G MID CCI!STP.UCTIO.'i DIVISION FISPO!!SE TO l QUESTICI!S 362.1, 362.2, M D 362.3 0F NRC LETTER DATED JANUARY 9, 1979 Seaver Valley Power Station - Unit No.1 Shippingport, Pennsylvania January 25, 1979 8710260505 790402 PDR ADOCK 05000334 P PDR
1 1 I?TTRODUCTION l At the request of the NRC as outlined in their January 9, 1979 letter, additional infor=ation relating to cyclic triaxial test procedures, 4 derivation of applied shear stresses, and dynamic settlement analyses ! These three questions were identified in the l are herein included. aforementioned letter as 362.1, 362.2, and 362.3. A fou-th question, i 362.4, relating to the effect of riverward slope failure or stability of the Turbine Building and adjacent category I structures is presently under study. Additional subsurface infor:ation useful to this study is presently being collected. This study vill be completed by March 15, 1979 and cade available to the NRC at that time. l 4 I I
a - 362.1 Cyclic Trierial Test Data ! The specimens tested were prepared using the tamping tethod described in detail by Silver (1,5). Moistened sand with a water content of 5% vas placed into the mold in seven layers. Each layer was hand compacted to the prescribed dry unit weight by using a 1.4 inch diameter circular compaction foot. After compaction of the layer, to ensure the continuity and uniformity of the soil within the specimen, the surficial soil was scarified before the placement of the next layer. This procedure controls the density in each lift by nonitoring the amount of material and thickness of each compacted layer. To allow for the compaction of the lower i layers by compaction of subsequent layers, the lower layers were intentionally undercompacted. This procedure resulted in unifor=ity of density within the entire sample. Meist tamping was selected because published data (2,3,5) indicate that this procedure most I nearly duplicates the characteristics of undisturbed samples that l
)
influence liquefaction, i After specimen preparation, a s=all vacuu: pressure of approximately 3 psi was applied to confine the samples during the physical I measurements and assembly of the triaxial cell. An effective confining pressure of 3 psi was also maintained during specimen saturation. Specimen saturation was performed by initially flushing the specimen 3 vith desired water and then applying back pressure in increments of l 10 psi or less. Ske:pton's pore pressure parameter 3 was calculated " 1l for each increment after the initial 40 psi of hack pressure had been applied. If the 3 parameter uns less thnn 0.95, the back
m
-3
) 1 pressure was increased in increments of 10 psi until a back pressure of 80 psi was reached. Out of the 8 samples only two were tested
.at a B parameter less than 0.95. These samples had 3 parameters 1
j of 0.92 or greater. A mini:mm B parameter of 0.92 is suggested l l ! by Silver (1). Following the above, the specimens were consolidated anisotropically j 1
/q as recommended by casagrande (4).
to a Eo value of 0.5 ( E =20) The effective confining p essure was increased in increments of 9 psi and the vertical effective pressure in increments of 18 psi to final values of 44.5 psi and 89.1 psi respectively. These ! values correspond to the maximum past pressure experienced in-situ ] of a sample at elevation 625; the lowest level of interest in this study. The maximum past pressure was computed based upon pre- l construction ground elevation and normal groundwater elevation. l After consolidation the vertical effective pressu e was reduced to equal the effective confining pressure and the samples consolidated isotopically to effective stress values of 39.6 psi (Tests 1-6) ! and 46.7 psi (Tests 7 & 8) prior to cyclic loading. These effective
\
confining pressures approxi= ate the in-situ octahedral normal stresses for samples at elevation 650 and 630 respectively during the 690 flood. Anisotropic consolidation was used to:
. Simulate the stress-strain histor of the soil in-situ.
. Obtain a soil st uctu e closely rese=bling the in-situ conditions.
. Eliminate senting effect of the top cap and to unifor-ly
)
distribute stresses to the specimen during cyclic loading therefore 1 minimise the development of necking or separation between top cc.p and the soil samples during cyclic loading. !ecking is a type of failure which so frequently invalidates cyclic
_4_ triaxial test results. 362.2 Apelied Shear Stresses The applied shear stress was calculated for each 5 feet of elevation based on the data presented in Figure 2.6-7 of the Beaver Valley Fower Station - Unit No. 1 FSAR. This curve represents the shear atresses, and was derived by 'n'hitnan and outlined in Appendix 2D of the Unit No. 1 FSAR. The shear stress values presented in Figures 4 and 5 of supplenent No. 2 are approximately 5 percent higher than'those presented in both the FSAR and Appendix 2D. This is because slightly higher values of in-situ soil total unit weight and the dead load of the reactor containment were included in the lastest analysis. The soil unit weight used in the original analysis were 120 per above the water table and 130 pcf belcw the water table. The values used in Supplenent No. 2 analyses are 125 per above the water table and 136 below the water table. These densities are based on extensive site specific data derived at Unit 2. The dead load of the reactor containment structure is calculated at approximately 7300 psf. These minor changes provide a nore conservative analysis and coincide with the values used on the Unit No. 2 analysis. The curve on Figure 4 of Supplement No. 2 calculated by obtaining a factor of b/y7 for each elevation based en the original Figure 2.6-7 of the Unit No.1 FSAR and nultipl-ing it by Jr based on the new unit weight values as outlined above. Values of 15# are based on the procedures outlined on Figures 4 and 5 of Supplenent No. 2 l _ ___
362.3 Dr.eic Settlenent As indicated by the !!RC, there is an error in the labeling of the i points on Figu e 6 cf Supplenent lio. 2. The revised Figure 6 (itev.1) ie included in. this report. Test !!os. 1 and 2 were cis-labeled on the original figure. The two-step procedure used for Test Ilo. 1 was: First, the pore pressure'vas increased t,o a % equal
- to 0.96 (note error in Supplenent lio. 2), then the pore pressure was backed off and the precent volune changes, 4V , recorded fer values of 0.75, 0.65, 0.55, 0.43, 0.32, 0.21, and 0.10.
Second, the sanples was subjected to ten cycles of signif-icant loading and the procent4V recorded and plotted on 1 Figure 6. As discussed in Section 2.6.4.2 of the Unit lio.1 FSAR, eight cycles of loading was considered a reasonable and conservative nunber of cycles for significant loading during the SSE. The use of I k = 0.16 was based on the approximate average of the three tests perforned. The use of the naxinum value of AU/fc = 0.25 (Test lio. 2) is overly conservative because the applied stress ratio (SR) = 0.12 is sone 33 percent higher than the stress ratio 9 that would be experienced during the SE. As outlined on the enclosed sunnary table, the average value of a uf for the two tests run at a SR = 0.09 (the level appropriate for the site SE) is approximately 0.10, therefore, the I use of a value of 40/g equal to 0.16 for analyis is con-servative. L - _ _ _ - - _ - - _ _ _ _ - _ _ _ _ _ _ _ _ - - - - . - - - - - _ - - - - - - - _ - - - - - - . -
a: . I RE7ERE1CES l
- 1. Silver, Marshall L. I4boratory Triaxial Testing Procedures to Determine the Cyclic Strength of Soils. Report No. NUREG-31, U.S. Nuclear Regualtory Commission, Washington, D.C.,1976.
- 2. Marcuson, W.F. III; . and Townsend, F.C. The Effects of Reconstitution !
on Cyclic Triaxial Results, Preliminary Repcrt. U.S. Army Corps of j Engineers, Waterways Experiment Station, Vicksburg, MS,~1974.
- 3. Mulilis, J.P.; Seed, H.B.; Mitchell, J.K.; and Arulanandan, K.
Effect of Sample Preparation on Sand Liquefaction. Journal of the Geotechnical Engineering Division, ASCE Vol.103 GT2, February 1977.
- 4. Casagrande, A. Liquefaction and Cyclic Defor=ation of Sands - A Critical Review. Harvard Soil Mechanics Series No. 88, Harvard University , Cambridge,lu, January 1976.
- 5. Silver, Marshall L; Kenji, Ishikera; and Hisao, Kitagawa. Undisturbed versus Resolded Cyclic Strength of Nijeta Snad. ASCE 3440, October 1978.
- j. ..- , .
i AFTER CYCLIC LOADING SPECIMEN HAD 0.598/o RESIDUAL TENSILE STRAIN 1.0 t i i ( b 0.8 0.7 A 0.6 ,
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0.1 j TEST NO.3 g 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1 A u / F, O8 RECONSOL10ATION VOLUMETRIC STRAIN STATIC METHOD D
- RECONSOLIDATION VOLUMETRIC STRAIN CYCLIC METHOD FIGURE 6 (REV 1) l CHANGE IN PORE '
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,-e' INTEROFFICE MEMORANDUM to.on A e40 a. W.O. NO. 12960.46 SUBJECT Recent Flood History DATE January 24, 1979 Beaver Valley Power Station FROM NBLemieux: pas :1 D D. S. Campbell CC General Files EGNelson RAHaladyna EMStark DSCampbell-5 NBLemieux The objective of this study was to define the stage and duration of flood j events from 1972 to the present, during which the water level at the site exceeded El. 675 ft (MSL). The stage at the site was determined from the stago-discharge relationship developed by the U. S. Army Corps of Engineers (BVPS-1 FSAR Fig. 2.3-2). The flow at the site (Ohio River Mile 34.8) was determined by suming the flow at the Sewickley gage (Ohio River Mile 11.8) and the flow at the Beaver Falls gage (Beaver River Mile 5 5; confluence with Ohio River at Mile 25 2) and adjusting for drainage area.
Initial 2v, the available data consisted of daily flow summaries for the l Sevickley and Beaver Falls gages for the 1972-1977 water years as published I by USGS. Similar provisional records were also obtained for the 1978 ) water year. Assuming that the flow at Beaver Falls was the maximum flow l of record, the daily flows at Sewickley were scanned for those which might i produce water elevation at the site above El. 675 The limiting flow l included adjustments for maximu= hourly to daily average flow and for l drainage area. The corresponding actual daily flows at Beaver Falls were I then added to the Sevickley flows identified in the data search. Detailed I gage records at Sewickley and Beaver Falls (hourly / bihourly digital printouts ! or graphs) were obtained from USGS for those days on which the total flow l as adjusted by the appropriate maximum to average flow ratio and the drainage l area ratio exceeded 168,000 cfs, which is the flow required to produce El. 675 at the site. Twenty possible flood events were identified by this process. Bihourly stage values were read from the gage records for the events of interect and converted to dischargos using the rating tables provided by USGS. The discharges at Sewickley and Beaver Falls were then summed and adjusted by the drainage area ratio. When the flow exceeded 168,000 cfs, plots were prepared to show the magnitude and duration of each event. The twelve flood events which produced water levels exceeding El. 675 at the site between January 1,1972 and September 30, 1978 are presented in the attached cummary table and plots. 1 l l ( t
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c.. < PLANI _ SYSTEMS 3/4.7.6 FLOOD PROTECTION i LIMITING CONDITION FOR OPERATION rw o, 3.7.6.1 Flood protection shall be provided for all safety ,related systems, components and structures when the water level of the Ohio Aiver exceeds 680 Main Sea Level at the intake structure. ' APPLICABILITY: At all times. ' 4 i
, ACTION:
With the water level at the intake structure above elevation 680 Mean Sea Level: Be in at least HOT STANDBY withip 6 hours and in COLD SHUTDOWN within the following 30 hours. f With Level:the water level at the intake structure above elevation 695 Main Sea I Initiate and complete within 8 hours, the following flood protection measures: 1. Install and seal the flood doors in the intake structurs. ! SURVEILLANCE REQUIREMENTS 4.7.6.1 within the The water limits by:level at the intake structure shall be determined to be .
- a. Measurement at least once per 24 hours when the water level is F below elevation 670 Mean Seal Level, and
- b. Measurement at least once per 2 hours when the water level is equal to or above elevation 670 Mean Sea Level. '
c. With the water level at the intake structure above elevation 674 Mean Sea Level, notify:
- 1. Station Superintendent
- 2. NRC Project Licensing Manager 301-492-7433 (working acurs) 301-642-6855 (other)
- 3. NRC Region I - D. Beckman 215-337-5000 BEAVER VALLEY - UNIT 1 3/4 7-15a NOTE: ADMINISTRATIVE LIMITS IMPOSED 1/25/79 DuAlb~ <-
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