ML20076G091
| ML20076G091 | |
| Person / Time | |
|---|---|
| Site: | Limerick  |
| Issue date: | 06/09/1983 |
| From: | Bradley E PECO ENERGY CO., (FORMERLY PHILADELPHIA ELECTRIC |
| To: | Schwencer A Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 8306140545 | |
| Download: ML20076G091 (25) | |
Text
{{#Wiki_filter:. S PHILADELPHIA ELECTRIC COMPANY 2301 MARKET STREET P.O. BOX 8699 PHILADELPHI A. PA.19101 '"* ^ " ", [,'j ^ " ' "' ' "- I215)841-4000 awn esmanaL counsmL CUG EN E J. BR ADLEY assocsava esnana6 counss6 DON ALD BLANKEN EUDOLPH A. CHILLEMI II. C. Kl R M H A LL 9 T. H. M AM ER CORNELL PAUL AUERS ACH mesisvaNT eENERAL CouNsEh CDW ARD J. CULLEN. J R. THOM AS H. MILLER. J R. IRENE A. McKENN A assistany couwssk Docket Nos. 50-352 50-353 Mr. A. Schwencer, Chief Licensing Branch No. 2 Division of Licensing U.S. Nuclear Regulatory Commission
SUBJECT:
Limerick Generating Station (LGS) - Units 1 & 2 Open Items from NRC Draft Safety Evaluation Report (DSER) - Hydrologic and Geotechnical Branch
REFERENCE:
Letter from A. Schwencer to E. G. Bauer, Jr., dated March 11, 1983
Dear Mr. Schwencer:
This letter represents our response to the Geotechnical Engineering DSER open items transmitted to us via the reference letter. Our responses are as follows: 1. Properties of Foundation Bedrock (2.5.4.3) - Dynamic Properties (2.5.4.3.2) The NRC reviewer requested that we evaluate the effect of variation in dynamic rock modulus on the dynamic analysis of Category I structures. We have performed the evaluation and the results will be presented in Section 3.7.1.4 of the LGS Final Safety Analysis Report (FSAR) as shown in Enclosure 1. The changes will appear in Revision 22 (July, 1983) to the FSAR. 2. Backfill (2.5.4.5.2) The reviewer requested documentation indicating that fill materiels had been compacted in accordance with applicable specifications referenced in the FSAR. This documentation has been supplied in the form of Revision 20 (May,1983) changes to FSAR section 2.5.4.5.4. \\ 8306140545 830609 PDR ADOCK 05000352 j E PDR sli
3. Lateral Loading (2.5.4.8.2) The reviewer required that we provide information regarding the procedure used to estimate dynamic lateral earth pressure on walls. The required information is presented in Enclosure 2 to this letter in the form of marked-up FSAR pages which show changes to Sections 2.5.4.10.1.2, 2.5.4.10.1.3, 2.5.4.10, 2.5.4.10.1.1, and 2.5.4.10.2.4. The changes will formally appear in Revision 22 (July,1983) to the FSAR. 4. Response of In-Situ Soil and Backfill Materials to Dynamic Loading (2.5.4.8.3) The reviewer required that representative strain dependent moduli values for the subject materials be documented in the FSAR. The required information is presented in Enclosure 3 along with information on the results of a soil amplification analysis for Category I buried pipes. The marked-up FSAR changes to FSAR Sections 2.5.2.5, 2.5.4.2.2.5, and 2.5.4.7.1 will formally appear in Revision 22 (July 1983). As discussed with the branch reviewer, the above information serves to close-out the Geotechnical Engineering DSER open items. Very truly yours, / Attachments Copy to: See Service List
f cc: Judge Lawrence Brenner (w/o enclosure) Judge Richard F. Cole (w/o enclosure) Judge Peter A. Morris (w/o enclosure) Troy B. Conner, Jr., Esq. (w/o enclosure) Ann P. Hodgdon (w/o enclosure) Mr. Frank R. Romano (w/o enclosure) Mr. Robert L. Anthony (w/o enclosure) Mr. Marvin I. Lewis (w/o enclosure) Judith A. Dorsey, Esq. (w/o enclosure) Charles W. Elliott, Esq. (w/o enclosure) Jacqueline I. Ruttenberg (w/o enclosure) Thomas Y. Au, Esq. (w/o enclosure) Mr. Thomas Gerusky (w/o enclosure) Director, Pennsylvania Emergency Management Agency (w/o enclosure) Mr. Steven P. Hershey (w/o enclosure) James M. Neill, Esq. (w/o enclosure) Donald S. Bronstein, Esq. (w/o enclosure) Mr. Joseph H. White, III (w/o enclosure) David Wersan, Esq. (w/o enclosure) Robert J. Sugarman, Esq. (w/o enclosure) Martha W. Bush, Esq. (w/o enclosure) Atomic Safety and Licensing Appeal Board (w/o enclosure) Atomic Safety and Licensing Board Panel (w/o enclosure) Docket and Service Section (w/o enclosure)
<. f o Evaluation of Variation in Dynamic Rock Modulus
',2 '. LGS FSAR Regulatory Guide 1.61 is not used as a design basis as discussed in 'Section 1.8. However, all the values shown in Table 3.7-2 are equivalent to or more conservative than those in the Regulatory Guide with the exception of the SSE value for welded steel structures. The damping value of 5 percent (PSAR Table C.2.1) is based on information given in Reference'3.7-6. The 5 percent value has been used, with appropriate design margins, because the stress levels for SSE conditions are allowed to approach the yield point. 3.7.1.4 Supportino Media for Seismic Cateoory I Structures All seismic Category I structures are supported on sound rock or concrete backfill bearing on sound rock, except for some yard facilities such as valve pits and portions of electrical duct banks and underground piping which are supported on natural soil or fill ,(Section 2.5.4110). -For the dynamic analysis of the rock-founded structures, soil-structure interaction is considered to be negligible due to the high stiffness of the rock. f The modulus of T elasticity, the shear wave velocity, and the density of the supporting medium used in the analysis are 3.0x10* psi, 6000 fps, and 150 lbs/ffs, respect'iveTy3/sowever, tne rioor response 7pec a fdevelopedtortnereactorenclosureandthecontainmentfor equipment analysis are based on a model that considered D ,Q1exibilityofthesupportingmedium 3.7.2 SEISMIC SYSTEM ANALYSIS Seismic Category I structures and systems, and components of the NSSS that fall under the category of a seismic system, are discussed here. Seismic systems are analyzed for both OBE and SSE. 3.7.2.1 Seismic Analysis Method 3.7.2.1.1 Seismic Analysis Methods (NSSS) Analysis of seismic Category I NSSS systems and components was accomplished, where applicable, using the response spectrum or time-history approach. Either approach utilizes the natural period, mode shapes, and appropriate damping factors of the particular system. Certain pieces of equipment having very high natural frequencies may be analyzed statically. In some cases, dynamic testing of equipment may be used for seismic qualification. A time history analysis involves the solution of the equations of the dynamic equilibrium (Section 3.7.2.1.1.1) by means of the methods discussed in Section 3.7.2.1.1.2. In this case, the duration of motion is of sufficient length to ensure that the maximum values of response are obtained. A response spectrum analysis involves the solution of the equations of motion (Section 3.7.2.1.1.1) by the method discussed ( in Section 3.7.2.1.1.3. 3.7-3 N. 19,-04/83 -
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[Suser / w 2) ,, n = A 7 P1 W h i~ A ~+ The box section was also designed for the lateral earth pressure tcsulting from the Cooper E-72 railroad loading, the live load on ~ the roof, and the seismie load. Because the high water table elevation is below that of thefounda loads acting on the foundations of the diesel generator Onelosure. Reactor Enclosure and Control Structure ^ 2.5.4.10.1.2 $7 & 7 d C p ff.SE M M E O FACrt T/C.SuMoyWmac,* ^' & aACTo,4 Eduo.wM A.yp c w /CL fwE.T FML.6 / ADEAdCMT.CfLG4TM2fS [W P//'E TUNNChb. i The reactor enclosure and control structure are bounded to the north and west by two non-seismic Category I structures-theThe south and east turbine enclosure and the radwaste enclosure. oldes of the resetor enclosurp and control structure are bou'nded by ipe tunnels. FT se ptpe sunn (*1Lre sounaea un uass Aq 1 extends.beneath t tu ' ( Icrets', whi 1 s.- a or neretuj acs .. o f111.gubsurfa aps 0 4he adjacen N actor' enclosure ' I'n ifiti6)ttgseism eparation trounds,thefenctor closure and co el structufe wall nd prev the tiansmiss ility of (pteralircestotitse,fo ion wall j 3 g ~he walls of the control structure and reactor enclosure have been designed for a hydrostatic pressure up to elevation 195 T feet, which is the expected maximum water table elevation in this region. 2.5.4.10.1.3 Spray Fond Pumphouse l 0 The foundation sat and walls of the serav pond pumph.ggse are 1 founded _on bedrock (Figure 3.S-62)/F A eistic amp separat h o.,, s sur The north wall of the water pit area has been designed to resist hydrostatic pressure (from El. 236 to 267 ft) and lateral seismic The foundation sat has been designed for the same hydrostatic pressure as the north wall in combination with other loads. concurrent loads. h r a- 's .y =. - '.,.1
~ hW $ of Y y Q t%'A/7 INSERT 'A_'_ ' founded on structures and piDe. tunnels.j 40rWr>4 bedrock extende UP ft oc,, w e h y* grade elevation The eqjapent + 217'.Nubsurf a$e exterior walls of the Reactor Encl.osure and lower than the foundation grade of adjacent Centrol Structure, to excavated rock slope with structures, are placed adjacent Class A concrete or fillcrete backfilled between the face ofBecau wall and -the face of the rock slope. is not considered iny-described above, lateral earth pressure the design of the exterior walls. '~ IN55RT T' ~~ ~' -~- B ~ ~ west and south sides are placed Exterior walls along the east,to excavated rock slopes with Class "A" concrete or_ fillcrete backfilled between the face of the wall and the faceThe exte adjacent Because of of the rock slope. to the bottom of the spray pond with no embedment. lateral earth pressure is not the conditions discussed above, considered in the design of the exterior walls. ~ Y i l ) =w. i e w- ,%,..,..--mm ,-._.-m-. y
A77AC#/%vr "d$ ~ 9dE7~ / w $~ ~ LGS FSAR which includes plastic and elastic deformation and also ref1 cts ( the closing of joints and fractures, ranges from 30,000 psi to 200,000 psi, with an average of 85,000 psi. The Secant Modulus of Elasticity at second loading is much higher, with an average value of 356,667 psi. A bearing capacity of 30 tons /fta (60 ksf) for static and frequently applied live loads on sound rock is used for design, following recommendations by Dames and Moore (Ref. 2.5-51). Actual loads induced by the plant structures founded on bedrock are much less than the allowable bearing pressure of the foundation rock, and they are far below the ultimate bearing capacity. The structural loads produce no significant total or differential settlement of the foundations. (~_ )E" 2.5.4.10.1 Static Stability of Safety-Related Structures on Rock The following sections contain information regarding static and dynamic lateral earth pressures and groundwater loads on the reactor enclosure, control structure, diesel generator enclosure including pipe tunnel, and spray pond pumphouse, which are all founded on bedrock. Table 2.5-9 includes safety-related structures, dimensions of foundations, approximate bearing elevation, design bearing pressure, and hydrostatic pressure. Seismic Category I structures not founded on rock are discussed ( in Section 2.5.4.10.2. 2.5.4.10.1.1 Diesel Generator Enclosure Including Pipe Tunnel The exterior and interior foundation walls of the diesel generator enclosure are founded on bedrock (Figure 3.8-61). The interior walls support the base slab at El. 217 ft. The space between the bedrock and the bottom of the base slab is backfilled with fillcrete. Concrete backfill surrounds all subsurface walls and extends to the rock profile such that there will be no transmissibility of lateral pressures to the walls. The pipe tunnel is a concrete box section with the base slab founded on bedrock. The north wall lies parallel to the adjacent " reactor enclosure wall and is separated by a 1-in. seismic gap. '" #^*#6 The west and east tunnel walls are separated by 1-in. seismic
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The south tunnel wall was designed as a - to resist the lateral earth pressure due to backfill which has a saturated unit weight of 140 pcf, an at rest earth pressure coefficient of 0.7, and a surcharge of 250 psf due to AASHO-H2O l truck loading and ceicmic-1 ceding during-construction. g D NAME LATEfAL LOAOhv!< DuE To A SO97z avs s -Rev,-20 r-05/8 3-2.5-58
$$$7~ [ of $ s w3 0A s Jubsor k teral earth pressuregactina.on sabeoeeemeen valls of k In. structures wgAE computed assuminQ QraBular Seismic category I backfill having the properties 40WN /N 5<svxt z.5-37. was used. The coef ficient of earth pressure "at-rest"the walls were designed for sn: charge A dd it inna lly, The typical pressure dynamic soil pressures as appropriate.shown on Fiqure M Z.5-33 diagrams and combinations are The procedure used to Esteous dynamic earth. pressures'is in 1 $. 1 ~' 1 ~ cccor6ance wim int Nveosw DAsu.f. SED in Acc, z.c-py. ~ All Category I structures are' designed to the Containment. include dynamic lateral earth pressures except, the Reactor and Control Enclosures, the Diesel 4! Generator Enclosure, and the Spray Pond Pump-House Structure. Q.li Structure, L Ars4Ac E4278 ACMScr4S en THE M nTg Fod.SrtansAS ses caussco us Saric~s
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\\ ATTACHMd 43 .SMET 3 of f LGS FSAR , ymsg o, un py DuS 70 THE e ( at rest earth pressure coefficient of 0.7 0 H-20 truck tc7Aow&, suo owsm inTcxAt smo^id-Du. ro A.se u m ic g vg u r. The roofs of the valve pits are adequately designed to resist AASHO H-20 truck loading, tornado depressurization or missile impact. Because the valve pits are founded on concrete or cementitious backfill, the amount of settlement is considered to be insignificant. 2.5.4.10.2.4 Electrical Ducts i Electrical ducts are encased in Class A concrete having a minimum design strength of 2000 psi. The ducts are buried a minimum of 4 ft below finished grade with Type I or II fill placed on top and compacted as described in Section 2.5.4.5.4. The duct banks are founded on either bedrock, weathered rock, dense natural soil.or compacted Type I fill. Where the bottom of the trenches were overexcavated, they were backfilled under the ducts with a minimum of 6 in. of either select granular, cementitious, or concrete backfill. Select granular, cementitious, and concrete backfill are described in Section 2.5.4.5.4. All Class 1 electrical ducts have a minimum 4 ft of backfill on top, which has been found adequate for Cooper E-80 loading ( without causing significant settlement or loading of ducts or foundation. 2.5.4.11 Desian Criteria 2.5.4.11.1 Design Criteria For Safety-Related Structures on Rock The plant structures founded on rock are designed for a maximum acceleration of 0.15 g from an occurrence of the SSE event. From consideration of its engineering properties, it is evident that the foundation rock would not be measurably affected by seismic loadings, and negligible additional foundation settlement ~would accompany these maximum potential dynamic loads. The maximum contemplated total static and dynamic loads are only a fraction of the bearing capacity of the rock, thus ensuring an ample margin of safety. 2.5.4.11.2 Design Criteria For Safety-Related Structures on Soil The design criteria and methods of design concerning the 4 liquefaction potential of soil at the spray pond are discussed in Section-2.5.4.8. The design criteria and stability analyses of the spray pond slopes are discussed in Section 2.5.5.2. 9 -Rev. 2h-051t3-2.5-62 I
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( kTMu&1ENT.0 SHEET S c,i= [ LGS FSAR Implications for Tectonic Structure,"JGeolocical SocietvJa km. of America Bulletin, 93 (4), pp. 315-329 (1982). 2( lt 2.5-134 C. M. Wentworth and Marcia Mergner-Keefer, " Reverse (9 Faulting Along the Eastern Seaboard and the Potential for Large Earthquakes," in J. E. Beavers, ed., Earthquakes and Earthquake Enoineerinos the Eastern United States, Volume 1, Ann Arbor Science Publishers, Inc., Ann Arbor, Mich., pp. 109-128 (1981a). -.' A C. M. Wentworth of Marcia Mergner-Keefer, " Regenerate .J 2.5-135 FaultsofSmallCenozoicOffsetasProbableEarthquake47*,k-Sources in the Southeastern United States," U.S. '!N Geolooical Survey, Open-File Report, 81-356 (1981b). E 9; \\ 2.5-136 Harold Williams, et al, " Comments and Replies on ' Thin-Skinned Tectonics in the Crystalline Southern v' y Appalachians; COCORP Seismic-Reflection Profiling of th Blue Ridge and Piedmont' and ' Sequential Development ofi 631 S the Appalachian Orogen Above a Master Decollement - A Hypothesis,'" Geoloov, 8, pp. 211-216 (1980). p; 7 Jih-Ping Yang and Y. P. Aggarwal, "Seismotectonics of'g ~ m. <f 2.5-137 Northeastern United States and Adjacent Canada," Jour.4~3 j7 , j[ ~" hav Geophysical Research, 86 (B6), p. 4981-4998 (1981). I E-An Zen, "An Alternative Model for the Development of E-e theSouthernAppalachianPiedmont,"AmericanJournalof[.3;rn 2.5-138 Science, 281, pp. 1153-1163 (1981), egi iRf 2.5-139 M. D. Zoback, et al, " Normal Faulting and In-Situ Stress in the South Carolina Coastal Plain near Charleston,"
- t Geoloov, 6 pp. 147-152 (1978).
& pg{y# 1 d t 2.5-140 H. D. Zoback and M. L. Zoback, " State of Stress and' Intraplate Earthquakes in the United States," Science,' ' 213 (3), pp. 96-104 (1981). r. q. hen. z.s-m/ " Design of Earta Retaining Structures for Dynadl k' Loads"by4ma>andWhitman,SoilMechanicsandFoundationDivisionj-v;f;,% g ASCE, June 1970. ~ + e. ? m d v k!h .,: g', 9 ^h 11/82-2.5-102 .1,_ '.. r
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l s Strain Dependent Modulus Values for Type I Fill & Results of a Soil Amplification Analysis for Buried Category I Pipes
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