ML13259A044
| ML13259A044 | |
| Person / Time | |
|---|---|
| Site: | Calvert Cliffs, Nine Mile Point, Ginna  |
| Issue date: | 09/12/2013 |
| From: | Spina J A Constellation Energy Nuclear Group, EDF Group |
| To: | Document Control Desk, Office of Nuclear Reactor Regulation |
| References | |
| Download: ML13259A044 (22) | |
Text
James A. SpinaVP-Corporate Site Operations CENGa joint venture of0 Enww 101Office 410-470-5203 Fax 410-470-6305 E-mail: James.Spina@cengllc.com September 12, 2013U.S. Nuclear Regulatory Commission 11555 Rockville PikeRockville, MD 20852ATTENTION:
SUBJECT:
Document Control DeskCalvert Cliffs Nuclear Power Plant, Units I and 2Renewed Facility Operating License Nos. DPR-53 and DPR-69Docket Nos. 50-317 and 50-318Nine Mile Point Nuclear Station, Units 1 and 2Renewed Facility Operating License Nos. DPR-63 and NPF-69Docket Nos. 50-220 and 50-4 10R.E. Ginna Nuclear Power PlantRenewed Facility Operating License No. DPR- 18Docket No. 50-244Response to NRC Request for Information Pursuant to 10 CFR 50.54(f)Regarding the Seismic Aspects of Recommendation 2.1 of the Near-Term TaskForce Review of Insights from the Fukushima Dai-ichi Accident
-1.5 YearResponse for CEUS Sites(a) Letter from E. J. Leeds (NRC) and M. R. Johnson (NRC) to All PowerReactor Licensees and Holders of Construction Permits in Active orDeferred Status, dated March 12, 2012, Request for Information Pursuant toTitle 10 of the Code of Federal Regulations 50.54(f)
Regarding Recommendations 2.1, 2.3, and 9.3, of the Near-Term Task Force Review ofInsights from the Fukushima Dai-ichi
- Accident, ML12073A348 (b) Letter from D. L. Skeen (NRC) to J. E. Pollock (NEI), datedFebruary 15, 2013, Endorsement of Electric Power Research Institute FinalDraft Report 1025287, "Seismic Evaluation Guidance,"
ML12319A074 (c) EPRI Technical Report 1025287, "Seismic Evaluation Guidance:
Screening, Prioritization and Implementation Details (SPID) for the Resolution ofFukushima Near-Term Task Force Recommendation 2.1: Seismic,"
datedNovember 2012, ML12333AI70 (d) Letter from A. R. Pietrangelo (NEI) to D. L. Skeen (NRC), dated April 9,2013, Proposed Path Forward for NTTF Recommendation 2.1: SeismicReevaluations, ML 13101 A379
REFERENCES:
Constellation Energy Nuclear Group, LLC100 Constellation Way, Suite 200C, Baltimore, MD 21202/ý00 ((,.-( t24 Document Control DeskSeptember 12, 2013Page 2(e) Letter from E. J. Leeds (NRC) to J. E. Pollock (NEI), dated May 7, 2013,Electric Power Research Institute Final Draft Report XXXXXX, "SeismicEvaluation Guidance:
Augmented Approach for the Resolution ofFukushima Near-Term Task Force Recommendation 2.1: Seismic,"
as anAcceptable Alternative to the March 12, 2012, Information Request forSeismic Reevaluations,"
ML 13106A331 (f) Letter from M. G. Korsnick (CENG) to the Document Control Desk (NRC),dated April 26, 2013, Response to Request for Information:
Near-Term TaskForce Recommendation 2.1, Seismic Reevaluation, ML 13120A 105(g) Letter from M. G. Evans (NRC) to M. G. Korsnick (CENG), datedAugust 2, 2013, Status of 60-Day Response to Issuance of SeismicEvaluation Guidance Related to the Near-Term Task ForceRecommendation 2.1, Seismic, for Calvert Cliffs Nuclear Power Plant,Units 1 And 2; Nine Mile Point Nuclear Station, Units 1 And 2; And R.E.Ginna Nuclear Power Plant, ML13204A422 (h) Letter from D. L. Skeen (NRC) to K. A. Keithline (NEI), Approval ofElectric Power Research Institute Ground Motion Model Review ProjectFinal Report for Use by Central and Eastern United States Nuclear PowerPlants, dated August 28, 2013 (ML13233A102).
On March 12, 2012, the Nuclear Regulatory Commission (NRC) issued Reference (a) to requestinformation associated with Near-Term Task Force (NTTF) Reconmmendation 2.1 for seismic hazardre-evaluation.
Enclosure 1 of Reference (a) requested each addressee in the Central and Eastern UnitedStates (CEUS) to submit a written response consistent with the requested seismic hazard evaluation information (Items 1 through 7) by September 12, 2013. On February 15, 2013, NRC issued Reference (b), endorsing the Reference (c) industry guidance for responding to Reference (a). Section 4 ofReference (c) identifies the detailed information to be included in the seismic hazard evaluation submittals.
On April 9, 2013, the Nuclear Energy Institute (NEI) submitted Reference (d) to NRC, requesting NRCagreement to delay submittal of some of the CEUS seismic hazard evaluation information so that anupdate to the Electric Power Research Institute (EPRI) (2004, 2006) ground motion attenuation modelcould be completed and used to develop that information.
NEI proposed that descriptions of subsurface materials and properties and base case velocity profiles (Items 3.a and 3.b in Section 4 of Reference (c))be submitted to the NRC by September 12, 2013. In Reference (e), the NRC endorsed the schedulesubmitted by NEI in Reference (d).On April 26, 2013 (Reference f), Constellation Energy Nuclear Group, LLC (CENG) proposed analternative schedule to comply with Required Response 2 of Enclosure I of Reference (a) for CalvertCliffs Nuclear Power Plant, LLC Units 1 and 2 (CCNPP),
R.E. Ginna Nuclear Power Plant, LLC (Ginna),and Nine Mile Point Nuclear Station, LLC Units 1 and 2 (NMPNS),
including a commitment to submitthe base case velocity profile and supporting subsurface materials and properties (EPRI Technical Report1025287 (Reference (c)), Section 4, "Seismic Hazard and Screening Report,"
2nd Bullet, "Seismic HazardResults:
GMRS," (Items 3.a and 3.b) by September 12, 2013. The CENG proposed alternative scheduleis consistent with the alternative schedule proposed by NEI in Reference (d), and accepted by the NRC inReference (e). In addition, on August 2, 2013 (Reference g), the NRC acknowledged that CENG hadprovided in Reference (f) the information specified in Enclosure 1, Required
- Response, Item 1 ofReference (a).
Document Control DeskSeptember 12, 2013Page 3Attachments (1) through (3) to this letter contain the requested descriptions of subsurface materials andproperties and base case velocity profiles for CCNPP, Ginna, and NMPNS. The information provided inthese attachments is considered an interim product of seismic hazard development efforts beingperformed for the industry by EPRI. The complete and final seismic hazard reports for CCNPP, Ginna,and NMPNS will be provided to the NRC in our seismic hazard submittal by March 31, 2014. Theinterim information provided by EPRI was modified by Ginna in Attachment (2) to incorporate a 1 footreduction in the Safe Shutdown Earthquake Control Point elevation and to correct the site rock elevation, which is 5 feet higher than was originally profiled.
The remaining information to comply with Section 4 of Reference (c) for CCNPP, Ginna, and NMPNSwill be submitted by March 31, 2014 in accordance with the schedule established by NEI in Reference (d)and accepted by the NRC in Reference (e). This date is a change to the original CENG regulatory commitment made in Reference (f) to:Submit the remaining EPRI Technical Report 1025287, Section 4, "Seismic Hazard and Screening Report,"
information seven months following the NRC endorsement of the revised EPRI groundmotion attenuation model for the CEUS, or the NRC determines that the industry is unable to addressits concerns with the EPRI updated ground motion model for CEUS licensees.
This commitment identified that the remaining information to comply with Section 4 of Reference (c)would be submitted seven months following the NRC endorsement of the revised EPRI ground motionattenuation model for the CEUS or an NRC determination that the industry is unable to address itsconcerns with the EPRI updated ground motion model for CEUS licensees.
On August 28, 2013, theNRC approved the updated EPRI ground motion attenuation model for the CEUS (Reference h). Thus,the original commitment would have required CENG to submit the information by March 28, 2014. Tobe consistent with the industry due date established by NEI in Reference (d) and accepted by the NRC inReference (e), CENG will submit the requested information by March 31, 2014.This letter revises a due date for a previous regulatory commitment made in Reference (f). It contains nonew regulatory commitments.
The revised regulatory commitment is defined in Attachment (4).If there are any questions regarding this submittal, please contact Everett (Chip) Perkins at 410-470-3928.
I declare under penalty of perjury that the foregoing is true and correct.
Executed on September 12, 2013.Sincerely,
- j. A." Spin~aJAS/STD /Attachment (1): CCNPP -Description of Base Case Velocity Profile and Supporting Subsurface Materials and Properties Attachment (2): Ginna -Description of Base Case Velocity Profile and Supporting Subsurface Materials and Properties Attachment (3): NMPNS -Description of Base Case Velocity Profile and Supporting Subsurface Materials and Properties Attachment (4) List of Revised Regulatory Commitments Document Control DeskSeptember 12, 2013Page 4cc: NRC Project Manager, Calvert CliffsNRC Project Manager, GinnaNRC Project Manager, Nine Mile PointW. M. Dean, NRCResident Inspector, Calvert CliffsResident Inspector, GinnaResident Inspector, Nine Mile PointS. Gray, DNR ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLCSeptember 12, 2013 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES The information provided in this Attachment provides the base case velocity profile and supporting subsurface materials and properties for the Calvert Cliffs Nuclear Power Plant, LLC (CCNPP) to satisfythe U.S. Nuclear Regulatory Conmmission's expectation established in Reference
- 1. The information provided in the attachments to this letter is considered an interim product of seismic hazard development efforts being performed for the industry by the Electric Power Research Institute (EPRI).The basic information used to create the site geologic profile at the CCNPP is shown in Table 1.Table ISummary of Geotechnical Profile Data for CCNPPSTRATUM EL. " DEPTH (2 (3) Vp (4) Vs (4) V (4)[ ft] Ift I [ pcf] [ fps I I fps IStratum TI-ACheapek ClA 45 0 140 2283 800 0.43Chesapeake Clay/Silt Stratum TI-BSapake Cmne 28 17 164 4566 1600 0.43Chesapeake Cemented SandStratum II-C -20 65 164 2752 1250 0.37Chesapeake Clay/Silt Stratum IIINatum San -200 245 125 5937 1790 0.45Nanjernoy Sand IStratum IllNanjemoy 111 2-220 265 125 6274 2330 0.42Nanjemoy Sand 2Stratum 111 -230 275 125 5793 2030 0.43Nanjemoy Sand 3Stratum IIINanjmo Sn -270 315 125 5896 1930 0.44Nanjemoy Sand 4Deep Soil Transition 1 -317 362 115 5389 2200 0.40Deep Soil Transition 2 -1000 1045 115 5707 .2330 0.40Deep Soil Transition 3 -1500 1545 115 6246 2550 0.40Deep Soil Transition 4 -2000 2045 115 6859 2800 0.40Bedrock Transition 1 -2446 2491 162 9354 5000 0.30Bedrock Transition 2 -2456 2501 162 13096 7000 0.30Bedrock -2466 2511 162 17212 9200 0.30NOTES:") Corresponds to site grade elevation 45'(2) Measured from plant grade(3' Based on Calvert Cliffs Unit 3 Combined Operating License Application investigation (4 ) Determined from Uphole measurements and Calvert Cliffs Unit 3 investigation I of 5 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES This profile was developed using information documented in Reference
- 2. As indicated in Reference 2,the Safe Shutdown Earthquake (SSE) Control Point can be considered as the base of foundation for theContainment/Reactor
- Building, which is elevation
-1 foot (ft), and the profile was modeled up to thatelevation.
For dynamic properties of rock layers, modulus and damping curves were represented with two (2)models. The first model used rock curves taken from Reference 3, the second model assumed linearbehavior.
These dynamic property models were weighted equally.For dynamic properties of fill and compacted sand layers, modulus and damping curves were alsorepresented with two (2) models. The first model used soil curves taken from Reference 3, the secondmodel used soil curves taken from References 4 and 5. These dynamic property models were weightedequally.
To model the profile, rock modulus and damping curves from Reference 3 were paired with soilmodulus and damping curves from Reference 3, and linear rock modulus and damping curves were pairedwith soil modulus and damping curves from References 4 and 5.The three (3) base-case shear-wave velocity profiles used to model amplification at the site are shown inFigure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively.
Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.Vs profiles for Calvert Cliffs SiteVs (ft/sec)0 1000 2000 3000 4000 5000 6000 7000 8000 9000 100000100200300400500600700800900 -Profile 11000-Profile 212001300 ---Profile 3o1400150016001700180019002000 ___ ______2100 4 _2200230024002500 _Figure 1 -Vs profiles for CCNPP Site2 of 5 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2Layer thicknesses, depths, and Vs for three (3) profiles, CCNPP SiteProfile 1 Profile 2 Profile 3thickness(ft) depth (ft) Vs (ft/s) thickness(ft) depth (ft) Vs (ft/s) thickness(ft) depth (ft) Vs (ft/s)0 1600 0 1600 0 16003.8 3.8 1600 3.8 3.8 1600 3.8 3.8 16003.8 7.6 1600 3.8 7.6 1600 3.8 7.6 16003.8 11.4 1600 3.8 11.4 1600 3.8 11.4 16003.8 15.2 1600 3.8 15.2 1600 3.8 15.2 16003.8 19.0 1600 3.8 19.0 1600 3.8 19.0 16001.0 20.0 1250 1.0 20.0 800 1.0 20.0 19628.0 28.0 1250 8.0 28.0 800 8.0 28.0 19628.0 35.9 1250 8.0 35.9 800 8.0 35.9 19628.0 43.9 1250 8.0 43.9 800 8.0 43.9 19628.0 51.8 1250 8.0 51.8 800 8.0 51.8 19628.0 59.8 1250 8.0 59.8 800 8.0 59.8 19628.0 67.7 1250 8.0 67.7 800 8.0 67.7 19628.0 75.7 1250 8.0 75.7 800 8.0 75.7 19628.0 83.6 1250 8.0 83.6 800 8.0 83.6 19628.0 91.6 1250 8.0 91.6 800 8.0 91.6 19628.0 99.5 1250 8.0 99.5 800 8.0 99.5 19628.0 107.5 1250 8.0 107.5 800 8.0 107.5 19628.0 115.5 1250 8.0 115.5 800 8.0 115.5 19624.0 119.4 1250 4.0 119.4 800 4.0 119.4 19628.0 127.4 1250 8.0 127.4 800 8.0 127.4 19628.0 135.3 1250 8.0 135.3 800 8.0 135.3 19628.0 143.3 1250 8.0 143.3 800 8.0 143.3 19628.0 151.3 1250 8.0 151.3 800 8.0 151.3 19628.0 159.2 1250 8.0 159.2 800 8.0 159.2 19628.0 167.2 1250 8.0 167.2 800 8.0 167.2 19628.0 175.1 1250 8.0 175.1 800 8.0 175.1 19628.0 183.1 1250 8.0 183.1 800 8.0 183.1 19628.0 191.0 1250 8.0 191.0 800 8.0 191.0 19628.0 199.0 1250 8.0 199.0 800 8.0 199.0 19626.7 205.6 1790 6.7 205.6 1146 6.7 205.6 28106.7 212.3 1790 6.7 212.3 1146 6.7 212.3 28106.7 219.0 1790 6.7 219.0 1146 6.7 219.0 281010.0 229.0 2330 10.0 229.0 1491 10.0 229.0 365810.0 239.0 2030 10.0 239.0 1299 10.0 239.0 318710.0 249.0 2030 10.0 249.0 1299 10.0 249.0 318710.0 259.0 2030 10.0 259.0 1299 10.0 259.0 318710.0 269.0 2030 10.0 269.0 1299 10.0 269.0 31873 of 5 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2Layer thicknesses, depths, and Vs for three (3) profiles, CCNPP SiteProfile 1 Profile 2 Profile 3thickness(ft) depth (ft) Vs (ft/s) thickness(ft) depth (ft) Vs (ft/s) thickness(ft) depth (ft) Vs (ft/s)9.4 278.4 1930 9.4 278.4 1235 9.4 278.4 30309.4 287.8 1930 9.4 287.8 1235 9.4 287.8 30309.4 297.2 1930 9.4 297.2 1235 9.4 297.2 30309.4 306.6 1930 9.4 306.6 1235 9.4 306.6 30309.4 316.0 1930 9.4 316.0 1235 9.4 316.0 303011.4 327.4 2200 11.4 327.4 1408 11.4 327.4 345411.4 338.7 2200 11.4 338.7 1408 11.4 338.7 345411.4 350.1 2200 11.4 350.1 1408 11.4 350.1 345411.4 361.5 2200 11.4 361.5 1408 11.4 361.5 345411.4 372.9 2200 11.4 372.9 1408 11.4 372.9 345411.4 384.3 2200 11.4 384.3 1408 11.4 384.3 345411.4 395.7 2200 11.4 395.7 1408 11.4 395.7 345411.4 407.0 2200 11.4 407.0 1408 11.4 407.0 345411.4 418.4 2200 11.4 418.4 1408 11.4 418.4 345411.4 429.8 2200 11.4 429.8 1408 11.4 429.8 345411.4 441.2 2200 11.4 441.2 1408 11.4 441.2 345411.4 452.6 2200 11.4 452.6 1408 11.4 452.6 345411.4 464.0 2200 11.4 464.0 1408 11.4 464.0 345411.4 475.3 2200 11.4 475.3 1408 11.4 475.3 345411.4 486.7 2200 11.4 486.7 1408 11.4 486.7 345411.4 498.1 2200 11.4 498.1 1408 11.4 498.1 3454166.9 665.0 2200 166.9 665.0 1408 166.9 665.0 3454166.9 832.0 2200 166.9 832.0 1408 166.9 832.0 3454166.9 998.9 2200 166.9 998.9 1408 166.9 998.9 3454250.0 1248.9 2330 250.0 1248.9 1491 250.0 1248.9 3658250.0 1498.9 2330 250.0 1498.9 1491 250.0 1498.9 3658200.0 1698.9 2550 200.0 1698.9 1632 200.0 1698.9 4003300.0 1998.9 2550 300.0 1998.9 1632 300.0 1998.9 4003198.2 2197.1 2800 198.2 2197.1 1792 198.2 2197.1 4396247.8 2444.9 2800 247.8 2444.9 1792 247.8 2444.9 439610.0 2454.9 5000 10.0 2454.9 3200 10.0 2454.9 785010.0 2464.9 7000 10.0 2464.9 4480 10.0 2464.9 92853280.8 5745.7 9285 3280.8 5745.7 9285 3280.8 5745.7 92854 of 5 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES References
- 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summaryof the August 6, 2013, Public Teleconference to Discuss the Electric Power Research Institute Ground Motion Model Update Project.2. Data Request jbr Site Amplification Analysis
-CCNPP Units I and 2. Rept. Project No. 12-0809Rev. 1 dated August 30, 2012.3. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, PaloAlto, CA, Rept. TR-102293, Volumes 1 through 5.4. Silva, W.J., N. A. Abrahamson, G.R. Toro, and C. Costantino (1996). Description and Validation ofthe Stochastic Ground Motion Model, Report submitted to Brookhaven National Laboratory, Assoc.Universities Inc., Upton NY 11973, Contract No. 770573.5. Wailing, M.A., W.J., Silva and N.A. Abrahamson (2008). "Nonlinear Site Amplification Factors forConstraining the NGA Models,"
- Spectra, 24 (1) 243-255.5 of 5 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLCSeptember 12, 2013 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES The information provided in this Attachment provides the base case velocity profile and supporting subsurface materials and properties for the R. E. Ginna Nuclear Power Plant, LLC (Ginna) to satisfy theU.S. Nuclear Regulatory Commission's expectation established in Reference
- 1. The information provided in the attachments to this letter is considered an interim product of seismic hazard development efforts being performed for the industry by the Electric Power Research Institute (EPRI) and modified byGinna to incorporate a 1 foot reduction in the Safe Shutdown Earthquake Control Point elevation and tocorrect the site rock elevation, which is 5 feet higher than was originally profiled.
The basic information used to create the site geologic profile at Ginna is shown in Table 1.Table 1Summary of Geotechnical Profile Data for GinnaSOIL/ROCK EL. DEPTH (1) 7 Vp VsDESCRIPTION ftj Ift I [Ipcf I [ fps I [ fps vGround Surface Elevation During Initial Site BoringsCurrent Ground Surface 270' 5Elevation Deepest Structure Foundation Elevation:
231'-8" --- ............
231 '-8"Soil --- 0-40 130 (6) 4400 12) 2000 (5) 0.4 (7)Queenston Siltstone, Sanstones ansShaes---
40-1040 158 (6) 12800 (21 7200 (5) 0.15 (7)Sandstones and ShalesOswego Sandstone
--- 1040-1120 165 (6 14000 (3) 9000 (5) 0.15 (7)Lorraine Siltstone and Shales --- 1120-1720 165 (7) 16000 (3) 9300 (5) 0.25 (7)Trenton Limestone
--- 1720-2670 160 (7) 16000 (7)15000 (4) 9300 (5) 0.25 (7)Potsdam Sandstone
--- 2670-2700 165 (7) 16000 (7) 10250 (5) 0.15 (7)Pre-Cambrian Basement
--- 2700+ --- ---.....Notes:(I) Depth as measured from pre-construction, sub-surface investigations, with ground surface elevation ofapproximately 275' MSL(2) Measured at site(3) Measured at outcrop at Oswego, NY(4) Measured at outcrop near Prospect, NY(5) Calculated (6) Measured(7) Assumed1 of 4 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES The original profile was developed using information documented in Reference
- 2. As indicated inReference 3, the Ginna site has multiple safe shutdown earthquake (SSE) inputs, and the containment building rests on rock at elevation 23 1'-8". Ginna corrected the value in the EPRI report by reducing thiselevation by one foot. This elevation was taken as the SSE Control Point, and the profile was modeled upto that elevation.
For dynamic properties of rock layers, modulus and damping curves were represented with two (2)models. The first model used rock curves taken from Reference 4, the second model assumed linearbehavior.
These dynamic property models were weighted equally.The three (3) base-case shear-wave velocity profiles used to model amplification at the site are shown inFigure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively.
Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.Due to the changes in the control point elevation and bedrock elevation, Ginna removed the first six feetof the of the preliminary velocity wave profiles as provided by EPRI, and adjusted the depths accordingly.
Figure 1 and Table 2 have revised to remove the first six feet of the profile.
A revised design inputdocument, Reference 3, has been supplied to EPRI to ensure that the changes noted above are captured inthe GMRS calculation.
Vs profiles for Ginna SiteVs (ft/sec)0 1000 2000 3000 4000 5000 6000 7000 8000 9000 100000 _200400600800 -Profile 1OO 1200 -Profile 2-1400 ----Profile 31600 I18002000220024002600 I _2800Figure 1 -Vs profiles for Ginna Site2 of 4 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2Layer thicknesses, depths, and Vs for three (3) profiles, Ginna SiteProfile 1 Profile 2 Profile 3thickness(ft) depth (ft) Vs (ft/s) thickness(ft) depth (ft) Vs (ft/s) thickness(ft) depth (ft) Vs (ft/s)0 7200 0 5760 0 0 90007 7 7200 7 7 5760 7 7 90007 14 7200 7 14 5760 7 14 900015 29 7200 15 29 5760 15 29 900015 44 7200 15 44 5760 15 44 900014 58 7200 14 58 5760 14 58 900014 72 7200 14 72 5760 14 72 900014 86 7200 14 86 5760 14 86 900014 100 7200 14 100 5760 14 100 900014 114 7200 14 114 5760 14 114 900016.2 130.2 7200 16.2 130.2 5760 16.2 130.2 900016.2 146.4 7200 16.2 146.4 5760 16.2 146.4 900016.2 162.6 7200 16.2 162.6 5760 16.2 162.6 900016.2 178.8 7200 16.2 178.8 5760 16.2 178.8 900016.2 195 7200 16.2 195 5760 16.2 195 900016.2 211.2 7200 16.2 211.2 5760 16.2 211.2 900016.2 227.4 7200 16.2 227.4 5760 16.2 227.4 900016.2 243.6 7200 16.2 243.6 5760 16.2 243.6 900016.7 260.3 7200 16.7 260.3 5760 16.7 260.3 900016.7 277 7200 16.7 277 5760 16.7 277 900016.7 293.7 7200 16.7 293.7 5760 16.7 293.7 900016.7 310.4 7200 16.7 310.4 5760 16.7 310.4 900016.7 327.1 7200 16.7 327.1 5760 16.7 327.1 900016.7 343.8 7200 16.7 343.8 5760 16.7 343.8 900016.7 360.5 7200 16.7 360.5 5760 16.7 360.5 900016.7 377.2 7200 16.7 377.2 5760 16.7 377.2 900016.7 393.9 7200 16.7 393.9 5760 16.7 393.9 900016.7 410.6 7200 16.7 410.6 5760 16.7 410.6 900016.7 427.3 7200 16.7 427.3 5760 16.7 427.3 900016.7 444 7200 16.7 444 5760 16.7 444 900016.7 460.7 7200 16.7 460.7 5760 16.7 460.7 900016.7 477.4 7200 16.7 477.4 5760 16.7 477.4 900016.7 494.1 7200 16.7 494.1 5760 16.7 494.1 900050.3 544.4 7200 50.3 544.4 5760 50.3 544.4 900050.3 594.7 7200 50.3 594.7 5760 50.3 594.7 900050.3 645 7200 50.3 645 5760 50.3 645 900050.3 695.3 7200 50.3 695.3 5760 50.3 695.3 900050.3 745.6 7200 50.3 745.6 5760 50.3 745.6 90003 of 4 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2Layer thicknesses, depths, and Vs for three (3) profiles, Ginna SiteProfile 1 Profile 2 Profile 3thickness(ft) depth (ft) Vs (ft/s) thickness(ft) depth (ft) Vs (ft/s) thickness(ft) depth (ft) Vs (ft/s)50.3 795.9 7200 50.3 795.9 5760 50.3 795.9 900050.3 846.2 7200 50.3 846.2 5760 50.3 846.2 900050.3 896.5 7200 50.3 896.5 5760 50.3 896.5 900050.3 946.8 7200 50.3 946.8 5760 50.3 946.8 900050.3 997.1 7200 50.3 997.1 5760 50.3 997.1 9000167.1 1164.2 9285 167.1 1164.2 5942 167.1 1164.2 9285167.1 1331.3 9285 167.1 1331.3 5942 167.1 1331.3 9285167.1 1498.4 9285 167.1 1498.4 5942 167.1 1498.4 9285167.1 1665.5 9285 167.1 1665.5 5942 167.1 1665.5 9285167.1 1832.6 9285 167.1 1832.6 5942 167.1 1832.6 9285167.1 1999.7 9285 167.1 1999.7 5942 167.1 1999.7 9285167.1 2166.8 9285 167.1 2166.8 5942 167.1 2166.8 9285167.1 2333.9 9285 167.1 2333.9 5942 167.1 2333.9 9285167.1 2501 9285 167.1 2501 5942 167.1 2501 9285167.1 2668.1 9285 167.1 2668.1 5942 167.1 2668.1 92853280.8 5948.9 9285 3280.8 5948.9 9285 3280.8 5948.9 9285
References:
- 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summaryof the August 6, 2013, Public Teleconference to Discuss the Electric Power Research Institute Ground Motion Model Update Project.2. R.E. Ginna Nuclear Power Plant Response to EPRI Request for Fukushima 2.1 Site Amplification Calculations, Rev. 000, 11 pp, transmitted to the Electric Power Research Institute (EPRI) in July,2012.3. R.E. Ginna Nuclear Power Plant Response to EPRI Request for Fukushima 2.1 Site Amplification Calculations, Rev. 001, Ginna Document REPORTS-2013-0054.
- 4. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, PaloAlto, CA, Rept. TR-102293, Volumes 1 through 5.4 of 4 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLCSeptember 12, 2013 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES The information provided in this Attachment provides the base case velocity profile and supporting subsurface materials and properties for the Nine Mile Point Nuclear Station, LLC (NMPNS) to satisfy theU.S. Nuclear Regulatory Commission's expectation established in Reference
- 1. The information provided in the attachments to this letter is considered an interim product of seismic hazard development efforts being performed for the industry by the Electric Power Research Institute (EPRI).The basic information used to create the site geologic profile at the NMPNS is shown in Table 1.Table 1Summary of Geotechnical Profile Data for NMPNSSTRATUM EL. (1) DEPTH (2) , (3) Vp (4) VS (4) V (4)S Tft I I fti [pcf] Ifps I I fps ITILL/FILL (5) 261 0 140 1871 1000 0.30OSWEGO 16) 245 16 164 13638 6000 0.38OSWEGO TRANSITION (6) 225 36 164 14309 6500 0.37PULASKIA (6) 210 51 168 14252 8000 0.27PULASKIB (6, 170 91 168 14252 8000 0.27PULASKIC
- 16) 153 108 168 14967 8000 0.30113 148 167 15911 7000 0.38WHETSTONE GULF (7)-287 548 167 17048 7500 0.38TRENTON GROUP (7) -700 961 .170 16389 8600 0.31PRECAMBRIAN GRENVILLE 7I -1500 1761 177 16643 9200 0.28NOTES:(1) Corresponds to site grade for Nine Mile Point Unit 2 (NMP2)(2) Measured from plant gradeObtained based on Nine Mile Point Unit I (NMP 1) Unit Weight recommendations (4) Determined from Cross-Hole measurements near NMP2 or from other site investigation activities (deeper strata)(5) Assumed (typical fill)(6) Parameters determined from Cross-Hole measurements near NMP2(7) Parameters determined from other site investigation activities 1 of 4 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES This profile was developed using information documented in Reference
- 2. As indicated in Figure 3-1 ofReference 2, the safe shutdown earthquake (SSE) Control Point is defined at elevation 245' ("top of therock"), and the profile was modeled up to this elevation.
For dynamic properties of rock layers, modulus and damping curves were represented with two (2)models. The first model used rock curves taken from Reference 3, the second model assumed linearbehavior.
These dynamic property models were weighted equally.The three (3) base-case shear-wave velocity profiles used to model amplification at the site are shown inFigure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively.
Note that Profile 3 assumeshard rock conditions up to the surface.
Thicknesses, depths, and shear-wave velocities (Vs)corresponding to each profile are shown in Table 2.Vs profiles for Nine Mile Point SiteVs (ft/sec)0 1000 2000 3000 4000 5000 6000 7000 8000 9000 100000100 __,200300400500 __.. _,,,,,.,
_500-Profile 1700800 4- -Profile2
"= 900CL 900Profile 31000 *__ _1100
- __ _1200 _ -1300 * ,1400
- _ _ _1500 * ,1600 *1700 ------ --------1800Figure 1 -Vs profiles for the NMPNS Site2 of 4 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2Layer thicknesses, depths, and Vs for three (3) profiles, NMPNS SiteProfile 1 Profile 2 Profile 3thickness(ft) depth (ft) Vs(ft/s) thickness(ft) depth (ft) Vs(ft/s) thickness(ft) depth (ft) Vs(ft/s)0 6000 0 4800 0 750010.0 10.0 6000 10.0 10.0 4800 10.0 10.0 750010.0 20.0 6000 10.0 20.0 4800 10.0 20.0 750015.0 35.0 6500 15.0 35.0 5200 15.0 35.0 812516.2 51.2' 8000 16.2 51.2 6400 16.2 51.2 928516.2 67.4 8000 16.2 67.4 6400 16.2 67.4 928516.2 83.6 8000 16.2 83.6 6400 16.2 83.6 928516.2 99.8 8000 16.2 99.8 6400 16.2 99.8 928516.2 116.0 8000 16.2 116.0 6400 16.2 116.0 928516.2 132.3 8000 16.2 132.3 6400 16.2 132.3 92859.0 141.3 7000 9.0 141.2 5600 9.0 141.2 928520.0 161.2 7000 20.0 161.2 5600 20.0 161.2 928520.0 181.2 7000 20.0 181.2 5600 20.0 181.2 928520.0 201.2 7000 20.0 201.2 5600 20.0 201.2 928510.0 211.2 7000 10.0 211.2 5600 10.0 211.2 928520.0 231.2 7000 20.0 231.2 5600 20.0 231.2 928520.0 251.2 7000 20.0 251.2 5600 20.0 251.2 928520.0 271.2 7000 20.0 271.2 5600 20.0 271.2 928520.0 291.2 7000 20.0 291.2 5600 20.0 291.2 928520.0 311.2 7000 20.0 311.2 5600 20.0 311.2 928520.0 331.2 7000 20.0 331.2 5600 20.0 331.2 928520.0 351.2 7000 20.0 351.2 5600 20.0 351.2 928520.0 371.2 7000 20.0 371.2 5600 20.0 371.2 928520.0 391.2 7000 20.0 391.2 5600 20.0 391.2 928520.0 411.2 7000 20.0 411.2 5600 20.0 411.2 928520.0 431.2 7000 20.0 431.2 5600 20.0 431.2 928520.0 451.2 7000 20.0 451.2 5600 20.0 451.2 928520.0 471.2 7000 20.0 471.2 5600 20.0 471.2 928520.0 491.2 7000 20.0 491.2 5600 20.0 491.2 92858.7 500.0 7000 8.7 500.0 5600 8.7 500.0 928532.3 532.2 7000 32.3 532.2 5600 32.3 532.2 92859.0 541.2 7500 9.0 541.2 6000 9.0 541.2 928510.0 551.2 7500 10.0 551.2 6000 10.0 551.2 928510.0 561.2 7500 10.0 561.2 6000 10.0 561.2 928510.0 571.2 7500 10.0 571.2 6000 10.0 571.2 928510.0 581.2 7500 10.0 581.2 6000 O1.0 581.2 92853 of 4 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE ANDSUPPORTING SUBSURFACE MATERIALS AND PROPERTIES 36.4 617.6 7500 36.4 617.6 6000 36.4 617.6 928536.4 654.0 7500 36.4 654.0 6000 36.4 654.0 928536.4 690.4 7500 36.4 690.4 6000 36.4 690.4 928536.4 726.8 7500 36.4 726.8 6000 36.4 726.8 928536.4 763.2 7500 36.4 763.2 6000 36.4 763.2 928536.4 799.6 7500 36.4 799.6 6000 36.4 799.6 928536.4 836.0 7500 36.4 836.0 6000 36.4 836.0 928536.4 872.4 7500 36.4 872.4 6000 36.4 872.4 928536.4 908.8 7500 36.4 908.8 6000 36.4 908.8 928536.4 945.2 7500 36.4 945.2 6000 36.4 945.2 928580.0 1025.2 8600 80.0 1025.2 6880 80.0 1025.2 928580.0 1105.2 8600 80.0 1105.2 6880 80.0 1105.2 928580.0 1185.2 8600 80.0 1185.2 6880 80.0 1185.2 928580.0 1265.2 8600 80.0 1265.2 6880 80.0 1265.2 928580.0 1345.2 8600 80.0 1345.2 6880 80.0 1345.2 928580.0 1425.2 8600 80.0 1425.2 6880 80.0 1425.2 928580.0 1505.2 8600 80.0 1505.2 6880 80.0 1505.2 928580.0 1585.2 8600 80.0 1585.2 6880 80.0 1585.2 928580.0 1665.2 8600 80.0 1665.2 6880 80.0 1665.2 928579.6 1744.7 8600 79.6 1744.8 6880 79.6 1744.8 92853280.8 5025.6 9285 3280.8 5025.6 9285 3280.8 5025.6 9285References
- 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summaryof the August 6, 2013, Public Teleconference to Discuss the Electric Power Research Institute Ground Motion Model Update Project.2. Data Request for Site Amplification CalculationsJbr Nine Mile Point Nuclear Station Unit I and 2-Revision 1, dated August 13, 2013, transmitted to the Electric Power Research Institute (EPRI) inAugust, 2013.3. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, PaloAlto, CA, Rept. TR-102293, Volumes 1 through 5.4 of 4 ATTACHMENT (4)LIST OF REVISED REGULATORY COMMITMENTS Constellation Energy Nuclear Group, LLCSeptember 12, 2013 ATTACHMENT (4)LIST OF REVISED REGULATORY COMMITMENTS The following table identifies the revised action committed to in this document.
Any other statements inthis submittal are provided for information purposes and are not considered to be regulatory commitments.
Regulatory Commitment DateSubmit the remaining EPRI Technical Report 1025287, Section 4, March 31, 2014"Seismic Hazard and Screening Report,"
(including remaining information required by Section 4, 2nd Bullet, "Seismic Hazard Results:
GMRS," Items3.a and 3.b) information for CCNPP, Ginna, and NMPNS1 of I