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{{#Wiki_filter:James A. Spina VP-Corporate Site Operations CENG a joint venture of 0 Enww 101 Office 410-470-5203 Fax 410-470-6305 E-mail: James.Spina@cengllc.com September 12, 2013 U.S. Nuclear Regulatory Commission 11555 Rockville Pike Rockville, MD 20852 ATTENTION:
{{#Wiki_filter:James A. Spina                                                                           Office 410-470-5203 VP-Corporate Site Operations                                                              Fax 410-470-6305 E-mail: James.Spina@cengllc.com CENG a joint venture of 0 Enww                  101 September 12, 2013 U.S. Nuclear Regulatory Commission 11555 Rockville Pike Rockville, MD 20852 ATTENTION:               Document Control Desk


==SUBJECT:==
==SUBJECT:==
Document Control Desk Calvert Cliffs Nuclear Power Plant, Units I and 2 Renewed Facility Operating License Nos. DPR-53 and DPR-69 Docket Nos. 50-317 and 50-318 Nine Mile Point Nuclear Station, Units 1 and 2 Renewed Facility Operating License Nos. DPR-63 and NPF-69 Docket Nos. 50-220 and 50-4 10 R.E. Ginna Nuclear Power Plant Renewed Facility Operating License No. DPR- 18 Docket No. 50-244 Response to NRC Request for Information Pursuant to 10 CFR 50.54(f)Regarding the Seismic Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident -1.5 Year Response for CEUS Sites (a) Letter from E. J. Leeds (NRC) and M. R. Johnson (NRC) to All Power Reactor Licensees and Holders of Construction Permits in Active or Deferred Status, dated March 12, 2012, Request for Information Pursuant to Title 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 of Insights from the Fukushima Dai-ichi Accident, ML12073A348 (b) Letter from D. L. Skeen (NRC) to J. E. Pollock (NEI), dated February 15, 2013, Endorsement of Electric Power Research Institute Final Draft Report 1025287, "Seismic Evaluation Guidance," ML12319A074 (c) EPRI Technical Report 1025287, "Seismic Evaluation Guidance:
Calvert Cliffs Nuclear Power Plant, Units I and 2 Renewed Facility Operating License Nos. DPR-53 and DPR-69 Docket Nos. 50-317 and 50-318 Nine Mile Point Nuclear Station, Units 1 and 2 Renewed Facility Operating License Nos. DPR-63 and NPF-69 Docket Nos. 50-220 and 50-4 10 R.E. Ginna Nuclear Power Plant Renewed Facility Operating License No. DPR- 18 Docket No. 50-244 Response to NRC Request for Information Pursuant to 10 CFR 50.54(f)
Screening, Prioritization and Implementation Details (SPID) for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic," dated November 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: Seismic Reevaluations, ML13101A379
Regarding the Seismic Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident - 1.5 Year Response for CEUS Sites


==REFERENCES:==
==REFERENCES:==
(a) Letter from E. J. Leeds (NRC) and M. R. Johnson (NRC) to All Power Reactor Licensees and Holders of Construction Permits in Active or Deferred Status, dated March 12, 2012, Request for Information Pursuant to Title 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 of Insights from the Fukushima Dai-ichi Accident, ML12073A348 (b) Letter from D. L. Skeen (NRC) to J. E. Pollock (NEI), dated February 15, 2013, Endorsement of Electric Power Research Institute Final Draft Report 1025287, "Seismic Evaluation Guidance," ML12319A074 (c) EPRI Technical Report 1025287, "Seismic Evaluation Guidance: Screening, Prioritization and Implementation Details (SPID) for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic," dated November 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: Seismic Reevaluations, ML13101A379 Constellation Energy Nuclear Group, LLC 100 Constellation Way, Suite 200C, Baltimore, MD 21202
                                                                                                            /ý00      (
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Constellation Energy Nuclear Group, LLC 100 Constellation Way, Suite 200C, Baltimore, MD 21202/ý00 ((,.-( t24 Document Control Desk September 12, 2013 Page 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, "Seismic Evaluation Guidance:
Document Control Desk September 12, 2013 Page 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, "Seismic Evaluation Guidance: Augmented Approach for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic," as an Acceptable Alternative to the March 12, 2012, Information Request for Seismic Reevaluations," ML13106A331 (f) Letter from M. G. Korsnick (CENG) to the Document Control Desk (NRC),
Augmented Approach for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic," as an Acceptable Alternative to the March 12, 2012, Information Request for Seismic Reevaluations," ML13106A331 (f) Letter from M. G. Korsnick (CENG) to the Document Control Desk (NRC), dated April 26, 2013, Response to Request for Information:
dated April 26, 2013, Response to Request for Information: Near-Term Task Force Recommendation 2.1, Seismic Reevaluation, ML13120A105 (g) Letter from M. G. Evans (NRC) to M. G. Korsnick (CENG), dated August 2, 2013, Status of 60-Day Response to Issuance of Seismic Evaluation Guidance Related to the Near-Term Task Force Recommendation 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.
Near-Term Task Force Recommendation 2.1, Seismic Reevaluation, ML13120A105 (g) Letter from M. G. Evans (NRC) to M. G. Korsnick (CENG), dated August 2, 2013, Status of 60-Day Response to Issuance of Seismic Evaluation Guidance Related to the Near-Term Task Force Recommendation 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 of Electric Power Research Institute Ground Motion Model Review Project Final Report for Use by Central and Eastern United States Nuclear Power Plants, dated August 28, 2013 (ML13233A102).
Ginna Nuclear Power Plant, ML13204A422 (h) Letter from D. L. Skeen (NRC) to K. A. Keithline (NEI), Approval of Electric Power Research Institute Ground Motion Model Review Project Final Report for Use by Central and Eastern United States Nuclear Power Plants, dated August 28, 2013 (ML13233A102).
On March 12, 2012, the Nuclear Regulatory Commission (NRC) issued Reference (a) to request information associated with Near-Term Task Force (NTTF) Reconmmendation 2.1 for seismic hazard re-evaluation.
On March 12, 2012, the Nuclear Regulatory Commission (NRC) issued Reference (a) to request information associated with Near-Term Task Force (NTTF) Reconmmendation 2.1 for seismic hazard re-evaluation. Enclosure 1 of Reference (a) requested each addressee in the Central and Eastern United States (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 of Reference (c) identifies the detailed information to be included in the seismic hazard evaluation submittals.
Enclosure 1 of Reference (a) requested each addressee in the Central and Eastern United States (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 of Reference (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 NRC agreement to delay submittal of some of the CEUS seismic hazard evaluation information so that an update to the Electric Power Research Institute (EPRI) (2004, 2006) ground motion attenuation model could 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))
On April 9, 2013, the Nuclear Energy Institute (NEI) submitted Reference (d) to NRC, requesting NRC agreement to delay submittal of some of the CEUS seismic hazard evaluation information so that an update to the Electric Power Research Institute (EPRI) (2004, 2006) ground motion attenuation model could be completed and used to develop that information.
be submitted to the NRC by September 12, 2013. In Reference (e), the NRC endorsed the schedule submitted by NEI in Reference (d).
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 schedule submitted by NEI in Reference (d).On April 26, 2013 (Reference f), Constellation Energy Nuclear Group, LLC (CENG) proposed an alternative schedule to comply with Required Response 2 of Enclosure I of Reference (a) for Calvert Cliffs 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 submit the base case velocity profile and supporting subsurface materials and properties (EPRI Technical Report 1025287 (Reference (c)), Section 4, "Seismic Hazard and Screening Report," 2 nd Bullet, "Seismic Hazard Results: GMRS," (Items 3.a and 3.b) by September 12, 2013. The CENG proposed alternative schedule is consistent with the alternative schedule proposed by NEI in Reference (d), and accepted by the NRC in Reference (e). In addition, on August 2, 2013 (Reference g), the NRC acknowledged that CENG had provided in Reference (f) the information specified in Enclosure 1, Required Response, Item 1 of Reference (a).
On April 26, 2013 (Reference f), Constellation Energy Nuclear Group, LLC (CENG) proposed an alternative schedule to comply with Required Response 2 of Enclosure I of Reference (a) for Calvert Cliffs Nuclear Power Plant, LLC Units 1 and 2 (CCNPP), R.E. Ginna Nuclear Power Plant, LLC (Ginna),
Document Control Desk September 12, 2013 Page 3 Attachments (1) through (3) to this letter contain the requested descriptions of subsurface materials and properties and base case velocity profiles for CCNPP, Ginna, and NMPNS. The information provided in these attachments is considered an interim product of seismic hazard development efforts being performed 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. The interim information provided by EPRI was modified by Ginna in Attachment (2) to incorporate a 1 foot reduction 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 NMPNS will 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 ground motion attenuation model for the CEUS, or the NRC determines that the industry is unable to address its concerns with the EPRI updated ground motion model for CEUS licensees.
and Nine Mile Point Nuclear Station, LLC Units 1 and 2 (NMPNS), including a commitment to submit the base case velocity profile and supporting subsurface materials and properties (EPRI Technical Report 1025287 (Reference (c)), Section 4, "Seismic Hazard and Screening Report," 2 nd Bullet, "Seismic Hazard Results: GMRS," (Items 3.a and 3.b) by September 12, 2013. The CENG proposed alternative schedule is consistent with the alternative schedule proposed by NEI in Reference (d), and accepted by the NRC in Reference (e). In addition, on August 2, 2013 (Reference g), the NRC acknowledged that CENG had provided in Reference (f) the information specified in Enclosure 1, Required Response, Item 1 of Reference (a).
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 motion attenuation model for the CEUS or an NRC determination that the industry is unable to address its concerns with the EPRI updated ground motion model for CEUS licensees.
 
On August 28, 2013, the NRC 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. To be consistent with the industry due date established by NEI in Reference (d) and accepted by the NRC in Reference (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 no new regulatory commitments.
Document Control Desk September 12, 2013 Page 3 Attachments (1) through (3) to this letter contain the requested descriptions of subsurface materials and properties and base case velocity profiles for CCNPP, Ginna, and NMPNS. The information provided in these attachments is considered an interim product of seismic hazard development efforts being performed 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. The interim information provided by EPRI was modified by Ginna in Attachment (2) to incorporate a 1 foot reduction 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 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.
The remaining information to comply with Section 4 of Reference (c) for CCNPP, Ginna, and NMPNS will 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:
I declare under penalty of perjury that the foregoing is true and correct. Executed on September 12, 2013.Sincerely, j. A." Spin~a JAS/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 Desk September 12, 2013 Page 4 cc: NRC Project Manager, Calvert Cliffs NRC Project Manager, Ginna NRC Project Manager, Nine Mile Point W. M. Dean, NRC Resident Inspector, Calvert Cliffs Resident Inspector, Ginna Resident Inspector, Nine Mile Point S. Gray, DNR ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 satisfy the U.S. Nuclear Regulatory Conmmission's expectation established in Reference
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 ground motion attenuation model for the CEUS, or the NRC determines that the industry is unable to address its concerns with the EPRI updated ground motion model for CEUS licensees.
: 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 I Summary of Geotechnical Profile Data for CCNPP STRATUM EL. " DEPTH (2 (3) Vp (4) Vs (4) V (4)[ ft] Ift I [ pcf] [ fps I I fps I Stratum TI-A Cheapek ClA 45 0 140 2283 800 0.43 Chesapeake Clay/Silt Stratum TI-B Sapake Cmne 28 17 164 4566 1600 0.43 Chesapeake Cemented Sand Stratum II-C -20 65 164 2752 1250 0.37 Chesapeake Clay/Silt Stratum III Natum San -200 245 125 5937 1790 0.45 Nanjernoy Sand I Stratum Ill Nanjemoy 111 2-220 265 125 6274 2330 0.42 Nanjemoy Sand 2 Stratum 111 -230 275 125 5793 2030 0.43 Nanjemoy Sand 3 Stratum III Nanjmo Sn -270 315 125 5896 1930 0.44 Nanjemoy Sand 4 Deep Soil Transition 1 -317 362 115 5389 2200 0.40 Deep Soil Transition 2 -1000 1045 115 5707 .2330 0.40 Deep Soil Transition 3 -1500 1545 115 6246 2550 0.40 Deep Soil Transition 4 -2000 2045 115 6859 2800 0.40 Bedrock Transition 1 -2446 2491 162 9354 5000 0.30 Bedrock Transition 2 -2456 2501 162 13096 7000 0.30 Bedrock -2466 2511 162 17212 9200 0.30 NOTES: ") 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 AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES This profile was developed using information documented in Reference
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 motion attenuation model for the CEUS or an NRC determination that the industry is unable to address its concerns with the EPRI updated ground motion model for CEUS licensees. On August 28, 2013, the NRC 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. To be consistent with the industry due date established by NEI in Reference (d) and accepted by the NRC in Reference (e), CENG will submit the requested information by March 31, 2014.
: 2. As indicated in Reference 2, the Safe Shutdown Earthquake (SSE) Control Point can be considered as the base of foundation for the Containment/Reactor Building, which is elevation  
This letter revises a due date for a previous regulatory commitment made in Reference (f). It contains no new regulatory commitments. The revised regulatory commitment is defined in Attachment (4).
-1 foot (ft), and the profile was modeled up to that elevation.
If there are any questions regarding this submittal, please contact Everett (Chip) Perkins at 410-470-3928.
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 linear behavior.
I declare under penalty of perjury that the foregoing is true and correct. Executed on September 12, 2013.
These dynamic property models were weighted equally.For dynamic properties of fill and compacted sand layers, modulus and damping curves were also represented with two (2) models. The first model used soil curves taken from Reference 3, the second model used soil curves taken from References 4 and 5. These dynamic property models were weighted equally. To model the profile, rock modulus and damping curves from Reference 3 were paired with soil modulus and damping curves from Reference 3, and linear rock modulus and damping curves were paired with 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 in Figure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively.
Sincerely,
Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.Vs profiles for Calvert Cliffs Site Vs (ft/sec)0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0 100 200 300 400 500 600 700 800 900 -Profile 1 1000-Profile 2 12001300 ---Profile 3 o1400 1500 1600 1700 1800 1900 2000 ___ ______2100 4 _2200 2300 2400 2500 _Figure 1 -Vs profiles for CCNPP Site 2 of 5 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, CCNPP Site Profile 1 Profile 2 Profile 3 thickness(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 1600 3.8 3.8 1600 3.8 3.8 1600 3.8 3.8 1600 3.8 7.6 1600 3.8 7.6 1600 3.8 7.6 1600 3.8 11.4 1600 3.8 11.4 1600 3.8 11.4 1600 3.8 15.2 1600 3.8 15.2 1600 3.8 15.2 1600 3.8 19.0 1600 3.8 19.0 1600 3.8 19.0 1600 1.0 20.0 1250 1.0 20.0 800 1.0 20.0 1962 8.0 28.0 1250 8.0 28.0 800 8.0 28.0 1962 8.0 35.9 1250 8.0 35.9 800 8.0 35.9 1962 8.0 43.9 1250 8.0 43.9 800 8.0 43.9 1962 8.0 51.8 1250 8.0 51.8 800 8.0 51.8 1962 8.0 59.8 1250 8.0 59.8 800 8.0 59.8 1962 8.0 67.7 1250 8.0 67.7 800 8.0 67.7 1962 8.0 75.7 1250 8.0 75.7 800 8.0 75.7 1962 8.0 83.6 1250 8.0 83.6 800 8.0 83.6 1962 8.0 91.6 1250 8.0 91.6 800 8.0 91.6 1962 8.0 99.5 1250 8.0 99.5 800 8.0 99.5 1962 8.0 107.5 1250 8.0 107.5 800 8.0 107.5 1962 8.0 115.5 1250 8.0 115.5 800 8.0 115.5 1962 4.0 119.4 1250 4.0 119.4 800 4.0 119.4 1962 8.0 127.4 1250 8.0 127.4 800 8.0 127.4 1962 8.0 135.3 1250 8.0 135.3 800 8.0 135.3 1962 8.0 143.3 1250 8.0 143.3 800 8.0 143.3 1962 8.0 151.3 1250 8.0 151.3 800 8.0 151.3 1962 8.0 159.2 1250 8.0 159.2 800 8.0 159.2 1962 8.0 167.2 1250 8.0 167.2 800 8.0 167.2 1962 8.0 175.1 1250 8.0 175.1 800 8.0 175.1 1962 8.0 183.1 1250 8.0 183.1 800 8.0 183.1 1962 8.0 191.0 1250 8.0 191.0 800 8.0 191.0 1962 8.0 199.0 1250 8.0 199.0 800 8.0 199.0 1962 6.7 205.6 1790 6.7 205.6 1146 6.7 205.6 2810 6.7 212.3 1790 6.7 212.3 1146 6.7 212.3 2810 6.7 219.0 1790 6.7 219.0 1146 6.7 219.0 2810 10.0 229.0 2330 10.0 229.0 1491 10.0 229.0 3658 10.0 239.0 2030 10.0 239.0 1299 10.0 239.0 3187 10.0 249.0 2030 10.0 249.0 1299 10.0 249.0 3187 10.0 259.0 2030 10.0 259.0 1299 10.0 259.0 3187 10.0 269.0 2030 10.0 269.0 1299 10.0 269.0 3187 3 of 5 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, CCNPP Site Profile 1 Profile 2 Profile 3 thickness(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 3030 9.4 287.8 1930 9.4 287.8 1235 9.4 287.8 3030 9.4 297.2 1930 9.4 297.2 1235 9.4 297.2 3030 9.4 306.6 1930 9.4 306.6 1235 9.4 306.6 3030 9.4 316.0 1930 9.4 316.0 1235 9.4 316.0 3030 11.4 327.4 2200 11.4 327.4 1408 11.4 327.4 3454 11.4 338.7 2200 11.4 338.7 1408 11.4 338.7 3454 11.4 350.1 2200 11.4 350.1 1408 11.4 350.1 3454 11.4 361.5 2200 11.4 361.5 1408 11.4 361.5 3454 11.4 372.9 2200 11.4 372.9 1408 11.4 372.9 3454 11.4 384.3 2200 11.4 384.3 1408 11.4 384.3 3454 11.4 395.7 2200 11.4 395.7 1408 11.4 395.7 3454 11.4 407.0 2200 11.4 407.0 1408 11.4 407.0 3454 11.4 418.4 2200 11.4 418.4 1408 11.4 418.4 3454 11.4 429.8 2200 11.4 429.8 1408 11.4 429.8 3454 11.4 441.2 2200 11.4 441.2 1408 11.4 441.2 3454 11.4 452.6 2200 11.4 452.6 1408 11.4 452.6 3454 11.4 464.0 2200 11.4 464.0 1408 11.4 464.0 3454 11.4 475.3 2200 11.4 475.3 1408 11.4 475.3 3454 11.4 486.7 2200 11.4 486.7 1408 11.4 486.7 3454 11.4 498.1 2200 11.4 498.1 1408 11.4 498.1 3454 166.9 665.0 2200 166.9 665.0 1408 166.9 665.0 3454 166.9 832.0 2200 166.9 832.0 1408 166.9 832.0 3454 166.9 998.9 2200 166.9 998.9 1408 166.9 998.9 3454 250.0 1248.9 2330 250.0 1248.9 1491 250.0 1248.9 3658 250.0 1498.9 2330 250.0 1498.9 1491 250.0 1498.9 3658 200.0 1698.9 2550 200.0 1698.9 1632 200.0 1698.9 4003 300.0 1998.9 2550 300.0 1998.9 1632 300.0 1998.9 4003 198.2 2197.1 2800 198.2 2197.1 1792 198.2 2197.1 4396 247.8 2444.9 2800 247.8 2444.9 1792 247.8 2444.9 4396 10.0 2454.9 5000 10.0 2454.9 3200 10.0 2454.9 7850 10.0 2464.9 7000 10.0 2464.9 4480 10.0 2464.9 9285 3280.8 5745.7 9285 3280.8 5745.7 9285 3280.8 5745.7 9285 4 of 5 ATTACHMENT (1)CCNPP -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES References
: j. A." Spin~a
: 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summary of 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. 12-0809 Rev. 1 dated August 30, 2012.3. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, 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 of the 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 for Constraining the NGA Models," Earthquake Spectra, 24 (1) 243-255.5 of 5 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 the U.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 by Ginna to incorporate a 1 foot reduction 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 basic information used to create the site geologic profile at Ginna is shown in Table 1.Table 1 Summary of Geotechnical Profile Data for Ginna SOIL/ROCK EL. DEPTH (1) 7 Vp Vs DESCRIPTION ftj Ift I [Ipcf I [ fps I [ fps v Ground Surface Elevation During Initial Site Borings Current Ground Surface 270' 5 Elevation Deepest Structure Foundation Elevation:
JAS/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
231'-8" --- ............
 
231 '-8" Soil --- 0-40 130 (6) 4400 12) 2000 (5) 0.4 (7)Queenston Siltstone, Sanstones ansShaes---
Document Control Desk September 12, 2013 Page 4 cc:   NRC Project Manager, Calvert Cliffs  Resident Inspector, Calvert Cliffs NRC Project Manager, Ginna          Resident Inspector, Ginna NRC Project Manager, Nine Mile Point Resident Inspector, Nine Mile Point W. M. Dean, NRC                     S. Gray, DNR
40-1040 158 (6) 12800 (21 7200 (5) 0.15 (7)Sandstones and Shales Oswego 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  
ATTACHMENT (1)
--- 1720-2670 160 (7) 16000 (7)15000 (4) 9300 (5) 0.25 (7)Potsdam Sandstone  
CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013
--- 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 of approximately 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) Assumed 1 of 4 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES The original profile was developed using information documented in Reference
 
: 2. As indicated in Reference 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 this elevation by one foot. This elevation was taken as the SSE Control Point, and the profile was modeled up to that elevation.
ATTACHMENT (1)
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 linear behavior.
CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 satisfy the 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).
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 in Figure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively.
The basic information used to create the site geologic profile at the CCNPP is shown in Table 1.
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 feet of the of the preliminary velocity wave profiles as provided by EPRI, and adjusted the depths accordingly.
Table I Summary of Geotechnical Profile Data for CCNPP STRATUM                 EL. "       DEPTH (2           (3)       Vp (4)     Vs (4)       V (4)
[ ft]         Ift I       [ pcf]       [ fps I   I fps I Stratum Cheapek  TI-A ClA                     45               0         140         2283       800 Chesapeake Clay/Silt                                                                                   0.43 Stratum SapakeTI-B Cmne                     28             17         164         4566     1600 Chesapeake Cemented Sand                                                                                0.43 Stratum II-C                           -20             65         164         2752     1250         0.37 Chesapeake Clay/Silt Stratum Natum III San                         -200             245         125         5937     1790         0.45 Nanjernoy Sand I Stratum Nanjemoy  Ill 111     2-220                               265         125         6274     2330         0.42 Nanjemoy Sand 2 Stratum 111                           -230             275         125         5793     2030         0.43 Nanjemoy Sand 3 Stratum NanjmoIII Sn                         -270             315         125         5896     1930         0.44 Nanjemoy Sand 4 Deep Soil Transition 1               -317             362         115         5389     2200         0.40 Deep Soil Transition 2             -1000             1045         115         5707     .2330         0.40 Deep Soil Transition 3             -1500             1545         115         6246     2550         0.40 Deep Soil Transition 4             -2000           2045         115         6859     2800         0.40 Bedrock Transition 1               -2446           2491         162         9354     5000         0.30 Bedrock Transition 2               -2456           2501         162         13096     7000         0.30 Bedrock                             -2466           2511         162         17212     9200         0.30 NOTES:
") 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 AND SUPPORTING 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 the Containment/Reactor Building, which is elevation -1 foot (ft), and the profile was modeled up to 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 3, the second model assumed linear behavior. These dynamic property models were weighted equally.
For dynamic properties of fill and compacted sand layers, modulus and damping curves were also represented with two (2) models. The first model used soil curves taken from Reference 3, the second model used soil curves taken from References 4 and 5. These dynamic property models were weighted equally. To model the profile, rock modulus and damping curves from Reference 3 were paired with soil modulus and damping curves from Reference 3, and linear rock modulus and damping curves were paired with 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 in Figure 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 Site Vs (ft/sec) 0     1000   2000   3000 4000   5000     6000   7000     8000 9000   10000 0
100 200 300 400 500 600 700 800 900                                                                             -Profile     1 1000
        *1100                                                                                -Profile     2 1200
        *. 1300                                                                              --- Profile 3 o1400 1500 1600 1700 1800 1900 2000 2100 2200 4                                    ___     ______
2300 2400 2500                             _
Figure 1 - Vs profiles for CCNPP Site 2 of 5
 
ATTACHMENT (1)
CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, CCNPP Site Profile 1                           Profile 2                             Profile 3 thickness(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     1600 3.8         3.8       1600           3.8         3.8     1600           3.8         3.8     1600 3.8         7.6       1600           3.8         7.6     1600           3.8         7.6     1600 3.8       11.4       1600           3.8         11.4     1600           3.8       11.4     1600 3.8       15.2       1600           3.8         15.2     1600           3.8       15.2     1600 3.8       19.0       1600           3.8         19.0     1600           3.8       19.0     1600 1.0       20.0       1250           1.0       20.0       800           1.0       20.0     1962 8.0       28.0       1250           8.0       28.0       800           8.0       28.0     1962 8.0       35.9       1250           8.0       35.9       800           8.0       35.9     1962 8.0       43.9       1250           8.0       43.9       800           8.0       43.9     1962 8.0       51.8       1250           8.0       51.8       800           8.0       51.8     1962 8.0       59.8       1250           8.0       59.8       800           8.0       59.8     1962 8.0       67.7       1250           8.0       67.7       800           8.0       67.7     1962 8.0       75.7       1250           8.0       75.7       800           8.0       75.7     1962 8.0       83.6       1250           8.0       83.6       800           8.0       83.6     1962 8.0       91.6       1250           8.0       91.6       800           8.0       91.6     1962 8.0       99.5       1250           8.0       99.5       800           8.0       99.5     1962 8.0       107.5       1250           8.0       107.5       800           8.0       107.5     1962 8.0       115.5       1250           8.0       115.5       800           8.0       115.5     1962 4.0       119.4       1250           4.0       119.4         800           4.0       119.4     1962 8.0       127.4       1250           8.0       127.4       800           8.0       127.4     1962 8.0       135.3       1250           8.0       135.3         800           8.0       135.3     1962 8.0       143.3       1250           8.0       143.3         800           8.0       143.3     1962 8.0       151.3       1250           8.0       151.3         800           8.0       151.3     1962 8.0       159.2       1250           8.0       159.2         800           8.0       159.2     1962 8.0       167.2       1250           8.0       167.2         800           8.0       167.2     1962 8.0       175.1       1250           8.0       175.1         800           8.0       175.1     1962 8.0       183.1       1250           8.0       183.1         800           8.0       183.1     1962 8.0       191.0       1250           8.0       191.0         800           8.0       191.0     1962 8.0       199.0       1250           8.0       199.0         800           8.0       199.0     1962 6.7     205.6       1790           6.7       205.6       1146           6.7       205.6     2810 6.7     212.3       1790           6.7       212.3       1146           6.7       212.3     2810 6.7     219.0       1790           6.7       219.0       1146           6.7       219.0     2810 10.0     229.0       2330           10.0       229.0       1491           10.0       229.0     3658 10.0     239.0       2030           10.0       239.0       1299           10.0       239.0     3187 10.0     249.0       2030           10.0       249.0       1299           10.0       249.0     3187 10.0     259.0       2030           10.0       259.0       1299           10.0       259.0     3187 10.0     269.0       2030           10.0       269.0       1299           10.0       269.0     3187 3 of 5
 
ATTACHMENT (1)
CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, CCNPP Site Profile 1                           Profile 2                           Profile 3 thickness(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     3030 9.4       287.8     1930           9.4       287.8       1235           9.4       287.8     3030 9.4       297.2     1930           9.4       297.2       1235           9.4       297.2     3030 9.4       306.6     1930           9.4       306.6       1235           9.4       306.6     3030 9.4       316.0     1930           9.4       316.0       1235           9.4       316.0     3030 11.4       327.4     2200           11.4       327.4       1408         11.4       327.4     3454 11.4       338.7     2200           11.4       338.7       1408         11.4       338.7     3454 11.4       350.1     2200           11.4       350.1       1408         11.4       350.1     3454 11.4       361.5     2200           11.4       361.5       1408         11.4       361.5     3454 11.4       372.9     2200           11.4       372.9       1408         11.4       372.9     3454 11.4       384.3     2200           11.4       384.3       1408         11.4       384.3     3454 11.4       395.7     2200           11.4       395.7       1408         11.4       395.7     3454 11.4       407.0     2200           11.4       407.0       1408         11.4       407.0     3454 11.4       418.4     2200           11.4       418.4       1408         11.4       418.4     3454 11.4       429.8     2200           11.4       429.8       1408         11.4       429.8     3454 11.4       441.2     2200           11.4       441.2       1408         11.4       441.2     3454 11.4       452.6     2200           11.4       452.6       1408         11.4       452.6     3454 11.4       464.0     2200           11.4       464.0       1408         11.4       464.0     3454 11.4       475.3     2200           11.4       475.3       1408         11.4       475.3     3454 11.4       486.7     2200           11.4       486.7       1408         11.4       486.7     3454 11.4       498.1     2200           11.4       498.1       1408         11.4       498.1     3454 166.9       665.0     2200         166.9       665.0       1408         166.9       665.0     3454 166.9       832.0     2200         166.9       832.0       1408         166.9       832.0     3454 166.9       998.9     2200         166.9       998.9       1408         166.9       998.9     3454 250.0       1248.9     2330         250.0       1248.9       1491       250.0       1248.9     3658 250.0       1498.9     2330         250.0       1498.9       1491       250.0       1498.9     3658 200.0       1698.9     2550         200.0       1698.9       1632       200.0       1698.9     4003 300.0       1998.9     2550         300.0       1998.9       1632       300.0       1998.9     4003 198.2     2197.1     2800         198.2     2197.1       1792         198.2     2197.1       4396 247.8     2444.9     2800         247.8       2444.9       1792       247.8     2444.9       4396 10.0     2454.9       5000         10.0     2454.9     3200           10.0     2454.9       7850 10.0     2464.9       7000         10.0     2464.9     4480           10.0     2464.9       9285 3280.8     5745.7       9285       3280.8       5745.7     9285       3280.8     5745.7       9285 4 of 5
 
ATTACHMENT (1)
CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES References
: 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summary of 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. 12-0809 Rev. 1 dated August 30, 2012.
: 3. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, 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 of the 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 for Constraining the NGA Models," EarthquakeSpectra, 24 (1) 243-255.
5 of 5
 
ATTACHMENT (2)
GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013
 
ATTACHMENT (2)
GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 the U.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 by Ginna to incorporate a 1 foot reduction 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 basic information used to create the site geologic profile at Ginna is shown in Table 1.
Table 1 Summary of Geotechnical Profile Data for Ginna SOIL/ROCK                           EL.       DEPTH         (1)   7         Vp             Vs DESCRIPTION                         ftjIft                I     [Ipcf I   [ fps I       [ fps         v Ground Surface Elevation During Initial Site Borings Current Ground Surface             270'     5 Elevation Deepest Structure Foundation Elevation:             231'-8"     ---............
231 '-8" Soil                               ---     0-40               130   (6) 4400     12)   2000   (5) 0.4 (7)
Queenston Sanstones Siltstone, ansShaes---                   40-1040             158   (6) 12800     (21 7200   (5) 0.15 (7)
Sandstones and Shales Oswego 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) 15000 16000     (4)
(7) 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 of approximately 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) Assumed 1 of 4
 
ATTACHMENT (2)
GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES The original profile was developed using information documented in Reference 2. As indicated in Reference 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 this elevation by one foot. This elevation was taken as the SSE Control Point, and the profile was modeled up to 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 linear behavior. 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 in Figure 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 feet of 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 input document, Reference 3, has been supplied to EPRI to ensure that the changes noted above are captured in the GMRS calculation.
Figure 1 and Table 2 have revised to remove the first six feet of the profile. A revised design input document, Reference 3, has been supplied to EPRI to ensure that the changes noted above are captured in the GMRS calculation.
Vs profiles for Ginna Site Vs (ft/sec)0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0 _200 400 600 800 -Profile 1 OO 1200 -Profile 2-1400 ----Profile 3 1600 I 1800 2000 2200 2400 2600 I _2800 Figure 1 -Vs profiles for Ginna Site 2 of 4 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, Ginna Site Profile 1 Profile 2 Profile 3 thickness(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 9000 7 7 7200 7 7 5760 7 7 9000 7 14 7200 7 14 5760 7 14 9000 15 29 7200 15 29 5760 15 29 9000 15 44 7200 15 44 5760 15 44 9000 14 58 7200 14 58 5760 14 58 9000 14 72 7200 14 72 5760 14 72 9000 14 86 7200 14 86 5760 14 86 9000 14 100 7200 14 100 5760 14 100 9000 14 114 7200 14 114 5760 14 114 9000 16.2 130.2 7200 16.2 130.2 5760 16.2 130.2 9000 16.2 146.4 7200 16.2 146.4 5760 16.2 146.4 9000 16.2 162.6 7200 16.2 162.6 5760 16.2 162.6 9000 16.2 178.8 7200 16.2 178.8 5760 16.2 178.8 9000 16.2 195 7200 16.2 195 5760 16.2 195 9000 16.2 211.2 7200 16.2 211.2 5760 16.2 211.2 9000 16.2 227.4 7200 16.2 227.4 5760 16.2 227.4 9000 16.2 243.6 7200 16.2 243.6 5760 16.2 243.6 9000 16.7 260.3 7200 16.7 260.3 5760 16.7 260.3 9000 16.7 277 7200 16.7 277 5760 16.7 277 9000 16.7 293.7 7200 16.7 293.7 5760 16.7 293.7 9000 16.7 310.4 7200 16.7 310.4 5760 16.7 310.4 9000 16.7 327.1 7200 16.7 327.1 5760 16.7 327.1 9000 16.7 343.8 7200 16.7 343.8 5760 16.7 343.8 9000 16.7 360.5 7200 16.7 360.5 5760 16.7 360.5 9000 16.7 377.2 7200 16.7 377.2 5760 16.7 377.2 9000 16.7 393.9 7200 16.7 393.9 5760 16.7 393.9 9000 16.7 410.6 7200 16.7 410.6 5760 16.7 410.6 9000 16.7 427.3 7200 16.7 427.3 5760 16.7 427.3 9000 16.7 444 7200 16.7 444 5760 16.7 444 9000 16.7 460.7 7200 16.7 460.7 5760 16.7 460.7 9000 16.7 477.4 7200 16.7 477.4 5760 16.7 477.4 9000 16.7 494.1 7200 16.7 494.1 5760 16.7 494.1 9000 50.3 544.4 7200 50.3 544.4 5760 50.3 544.4 9000 50.3 594.7 7200 50.3 594.7 5760 50.3 594.7 9000 50.3 645 7200 50.3 645 5760 50.3 645 9000 50.3 695.3 7200 50.3 695.3 5760 50.3 695.3 9000 50.3 745.6 7200 50.3 745.6 5760 50.3 745.6 9000 3 of 4 ATTACHMENT (2)GINNA -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, Ginna Site Profile 1 Profile 2 Profile 3 thickness(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 9000 50.3 846.2 7200 50.3 846.2 5760 50.3 846.2 9000 50.3 896.5 7200 50.3 896.5 5760 50.3 896.5 9000 50.3 946.8 7200 50.3 946.8 5760 50.3 946.8 9000 50.3 997.1 7200 50.3 997.1 5760 50.3 997.1 9000 167.1 1164.2 9285 167.1 1164.2 5942 167.1 1164.2 9285 167.1 1331.3 9285 167.1 1331.3 5942 167.1 1331.3 9285 167.1 1498.4 9285 167.1 1498.4 5942 167.1 1498.4 9285 167.1 1665.5 9285 167.1 1665.5 5942 167.1 1665.5 9285 167.1 1832.6 9285 167.1 1832.6 5942 167.1 1832.6 9285 167.1 1999.7 9285 167.1 1999.7 5942 167.1 1999.7 9285 167.1 2166.8 9285 167.1 2166.8 5942 167.1 2166.8 9285 167.1 2333.9 9285 167.1 2333.9 5942 167.1 2333.9 9285 167.1 2501 9285 167.1 2501 5942 167.1 2501 9285 167.1 2668.1 9285 167.1 2668.1 5942 167.1 2668.1 9285 3280.8 5948.9 9285 3280.8 5948.9 9285 3280.8 5948.9 9285  
Vs profiles for Ginna Site Vs (ft/sec) 0   1000   2000   3000   4000   5000     6000 7000   8000 9000 10000 0                                                                   _
200 400 600 800                                                                               -     Profile 1 OO 1200                                                                               -     Profile 2
    -   1400                                                                                 ---- Profile 3 1600                                                                   I 1800 2000 2200 2400 2600                                                   _              I 2800 Figure 1 - Vs profiles for Ginna Site 2 of 4
 
ATTACHMENT (2)
GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, Ginna Site Profile 1                           Profile 2                           Profile 3 thickness(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     9000 7           7     7200             7           7     5760             7           7     9000 7           14     7200             7           14     5760             7           14     9000 15         29     7200             15         29     5760             15         29       9000 15         44     7200             15         44     5760             15         44       9000 14         58     7200             14         58     5760             14         58       9000 14         72     7200             14         72     5760             14         72       9000 14         86     7200             14         86     5760             14         86       9000 14         100     7200             14         100     5760             14         100       9000 14         114     7200             14         114     5760             14         114       9000 16.2       130.2     7200           16.2       130.2     5760           16.2       130.2       9000 16.2       146.4     7200           16.2       146.4     5760           16.2       146.4       9000 16.2       162.6     7200           16.2       162.6     5760           16.2       162.6       9000 16.2       178.8     7200           16.2       178.8     5760           16.2       178.8       9000 16.2         195     7200           16.2         195     5760           16.2         195       9000 16.2     211.2       7200           16.2     211.2       5760           16.2     211.2       9000 16.2     227.4       7200           16.2     227.4       5760           16.2     227.4       9000 16.2     243.6       7200           16.2     243.6       5760         16.2     243.6       9000 16.7     260.3       7200           16.7     260.3       5760         16.7     260.3       9000 16.7         277     7200           16.7         277       5760         16.7         277       9000 16.7     293.7       7200           16.7     293.7       5760         16.7     293.7       9000 16.7     310.4       7200           16.7     310.4       5760         16.7       310.4       9000 16.7     327.1       7200           16.7       327.1       5760         16.7       327.1       9000 16.7       343.8     7200           16.7       343.8       5760         16.7       343.8       9000 16.7       360.5     7200           16.7       360.5       5760         16.7       360.5       9000 16.7       377.2     7200           16.7       377.2       5760         16.7       377.2       9000 16.7       393.9     7200           16.7       393.9       5760         16.7       393.9       9000 16.7     410.6       7200           16.7     410.6       5760         16.7       410.6       9000 16.7     427.3       7200           16.7     427.3       5760         16.7       427.3       9000 16.7         444     7200           16.7         444       5760         16.7         444       9000 16.7     460.7       7200           16.7     460.7       5760         16.7     460.7       9000 16.7     477.4       7200           16.7     477.4       5760         16.7     477.4       9000 16.7     494.1       7200           16.7     494.1       5760         16.7       494.1       9000 50.3       544.4     7200           50.3       544.4       5760         50.3       544.4       9000 50.3       594.7     7200           50.3       594.7       5760         50.3       594.7       9000 50.3         645     7200           50.3         645       5760         50.3         645       9000 50.3       695.3     7200           50.3       695.3       5760         50.3       695.3       9000 50.3       745.6     7200           50.3       745.6       5760         50.3       745.6       9000 3 of 4
 
ATTACHMENT (2)
GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, Ginna Site Profile 1                           Profile 2                           Profile 3 thickness(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     9000 50.3       846.2     7200         50.3       846.2     5760           50.3     846.2     9000 50.3       896.5     7200         50.3       896.5     5760           50.3     896.5     9000 50.3       946.8     7200         50.3       946.8     5760           50.3     946.8     9000 50.3       997.1     7200           50.3     997.1     5760           50.3     997.1     9000 167.1     1164.2     9285         167.1     1164.2     5942         167.1     1164.2     9285 167.1     1331.3     9285         167.1     1331.3     5942         167.1     1331.3     9285 167.1     1498.4     9285         167.1     1498.4     5942         167.1     1498.4     9285 167.1     1665.5     9285         167.1     1665.5     5942         167.1     1665.5     9285 167.1     1832.6     9285         167.1     1832.6     5942         167.1     1832.6     9285 167.1     1999.7       9285       167.1     1999.7     5942         167.1     1999.7     9285 167.1     2166.8       9285       167.1     2166.8     5942         167.1     2166.8       9285 167.1     2333.9       9285       167.1     2333.9       5942         167.1     2333.9       9285 167.1       2501       9285       167.1       2501     5942         167.1       2501       9285 167.1     2668.1       9285       167.1     2668.1       5942         167.1     2668.1       9285 3280.8     5948.9       9285       3280.8     5948.9     9285       3280.8     5948.9       9285


==References:==
==References:==
: 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summary of 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.
: 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summary of the August 6, 2013, Public Teleconference to Discuss the Electric Power Research Institute Ground Motion Model Update Project.
: 4. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Volumes 1 through 5.4 of 4 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 the U.S. Nuclear Regulatory Commission's expectation established in Reference
: 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.
: 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 1 Summary of Geotechnical Profile Data for NMPNS STRATUM EL. (1) DEPTH (2) , (3) Vp (4) VS (4) V (4)S Tft I I fti [pcf] Ifps I I fps I TILL/FILL (5) 261 0 140 1871 1000 0.30 OSWEGO 16) 245 16 164 13638 6000 0.38 OSWEGO TRANSITION (6) 225 36 164 14309 6500 0.37 PULASKIA (6) 210 51 168 14252 8000 0.27 PULASKIB (6 , 170 91 168 14252 8000 0.27 PULASKIC 1 6) 153 108 168 14967 8000 0.30 113 148 167 15911 7000 0.38 WHETSTONE GULF (7)-287 548 167 17048 7500 0.38 TRENTON GROUP (7) -700 961 .170 16389 8600 0.31 PRECAMBRIAN GRENVILLE 7 I -1500 1761 177 16643 9200 0.28 NOTES: (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 AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES This profile was developed using information documented in Reference
: 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.
: 2. As indicated in Figure 3-1 of Reference 2, the safe shutdown earthquake (SSE) Control Point is defined at elevation 245' ("top of the rock"), and the profile was modeled up to this elevation.
: 4. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Volumes 1 through 5.
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 linear behavior.
4 of 4
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 in Figure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively.
 
Note that Profile 3 assumes hard 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 Site Vs (ft/sec)0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0 100 __, 200 300 400 500 __.. _,,,,,., _500-Profile 1 700800 4- -Profile2"= 900 CL 900Profile 3 1000 *__ _1100
ATTACHMENT (3)
* __ _1200 _ -1300 * , 1400
NMPNS - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013
* _ _ _1500 * , 1600 *1700 ------ --------1800 Figure 1 -Vs profiles for the NMPNS Site 2 of 4 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, NMPNS Site Profile 1 Profile 2 Profile 3 thickness(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 7500 10.0 10.0 6000 10.0 10.0 4800 10.0 10.0 7500 10.0 20.0 6000 10.0 20.0 4800 10.0 20.0 7500 15.0 35.0 6500 15.0 35.0 5200 15.0 35.0 8125 16.2 51.2' 8000 16.2 51.2 6400 16.2 51.2 9285 16.2 67.4 8000 16.2 67.4 6400 16.2 67.4 9285 16.2 83.6 8000 16.2 83.6 6400 16.2 83.6 9285 16.2 99.8 8000 16.2 99.8 6400 16.2 99.8 9285 16.2 116.0 8000 16.2 116.0 6400 16.2 116.0 9285 16.2 132.3 8000 16.2 132.3 6400 16.2 132.3 9285 9.0 141.3 7000 9.0 141.2 5600 9.0 141.2 9285 20.0 161.2 7000 20.0 161.2 5600 20.0 161.2 9285 20.0 181.2 7000 20.0 181.2 5600 20.0 181.2 9285 20.0 201.2 7000 20.0 201.2 5600 20.0 201.2 9285 10.0 211.2 7000 10.0 211.2 5600 10.0 211.2 9285 20.0 231.2 7000 20.0 231.2 5600 20.0 231.2 9285 20.0 251.2 7000 20.0 251.2 5600 20.0 251.2 9285 20.0 271.2 7000 20.0 271.2 5600 20.0 271.2 9285 20.0 291.2 7000 20.0 291.2 5600 20.0 291.2 9285 20.0 311.2 7000 20.0 311.2 5600 20.0 311.2 9285 20.0 331.2 7000 20.0 331.2 5600 20.0 331.2 9285 20.0 351.2 7000 20.0 351.2 5600 20.0 351.2 9285 20.0 371.2 7000 20.0 371.2 5600 20.0 371.2 9285 20.0 391.2 7000 20.0 391.2 5600 20.0 391.2 9285 20.0 411.2 7000 20.0 411.2 5600 20.0 411.2 9285 20.0 431.2 7000 20.0 431.2 5600 20.0 431.2 9285 20.0 451.2 7000 20.0 451.2 5600 20.0 451.2 9285 20.0 471.2 7000 20.0 471.2 5600 20.0 471.2 9285 20.0 491.2 7000 20.0 491.2 5600 20.0 491.2 9285 8.7 500.0 7000 8.7 500.0 5600 8.7 500.0 9285 32.3 532.2 7000 32.3 532.2 5600 32.3 532.2 9285 9.0 541.2 7500 9.0 541.2 6000 9.0 541.2 9285 10.0 551.2 7500 10.0 551.2 6000 10.0 551.2 9285 10.0 561.2 7500 10.0 561.2 6000 10.0 561.2 9285 10.0 571.2 7500 10.0 571.2 6000 10.0 571.2 9285 10.0 581.2 7500 10.0 581.2 6000 O1.0 581.2 9285 3 of 4 ATTACHMENT (3)NMPNS -DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES 36.4 617.6 7500 36.4 617.6 6000 36.4 617.6 9285 36.4 654.0 7500 36.4 654.0 6000 36.4 654.0 9285 36.4 690.4 7500 36.4 690.4 6000 36.4 690.4 9285 36.4 726.8 7500 36.4 726.8 6000 36.4 726.8 9285 36.4 763.2 7500 36.4 763.2 6000 36.4 763.2 9285 36.4 799.6 7500 36.4 799.6 6000 36.4 799.6 9285 36.4 836.0 7500 36.4 836.0 6000 36.4 836.0 9285 36.4 872.4 7500 36.4 872.4 6000 36.4 872.4 9285 36.4 908.8 7500 36.4 908.8 6000 36.4 908.8 9285 36.4 945.2 7500 36.4 945.2 6000 36.4 945.2 9285 80.0 1025.2 8600 80.0 1025.2 6880 80.0 1025.2 9285 80.0 1105.2 8600 80.0 1105.2 6880 80.0 1105.2 9285 80.0 1185.2 8600 80.0 1185.2 6880 80.0 1185.2 9285 80.0 1265.2 8600 80.0 1265.2 6880 80.0 1265.2 9285 80.0 1345.2 8600 80.0 1345.2 6880 80.0 1345.2 9285 80.0 1425.2 8600 80.0 1425.2 6880 80.0 1425.2 9285 80.0 1505.2 8600 80.0 1505.2 6880 80.0 1505.2 9285 80.0 1585.2 8600 80.0 1585.2 6880 80.0 1585.2 9285 80.0 1665.2 8600 80.0 1665.2 6880 80.0 1665.2 9285 79.6 1744.7 8600 79.6 1744.8 6880 79.6 1744.8 9285 3280.8 5025.6 9285 3280.8 5025.6 9285 3280.8 5025.6 9285 References
 
: 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summary of 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) in August, 2013.3. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Volumes 1 through 5.4 of 4 ATTACHMENT (4)LIST OF REVISED REGULATORY COMMITMENTS Constellation Energy Nuclear Group, LLC September 12, 2013 ATTACHMENT (4)LIST OF REVISED REGULATORY COMMITMENTS The following table identifies the revised action committed to in this document.
ATTACHMENT (3)
Any other statements in this submittal are provided for information purposes and are not considered to be regulatory commitments.
NMPNS - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 the U.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).
Regulatory Commitment Date Submit the remaining EPRI Technical Report 1025287, Section 4, March 31, 2014"Seismic Hazard and Screening Report," (including remaining information required by Section 4, 2 nd Bullet, "Seismic Hazard Results: GMRS," Items 3.a and 3.b) information for CCNPP, Ginna, and NMPNS 1 of I}}
The basic information used to create the site geologic profile at the NMPNS is shown in Table 1.
Table 1 Summary of Geotechnical Profile Data for NMPNS STRATUM                   EL. (1)   DEPTH     (2)   , (3)     Vp (4)       VS (4)       V (4)
I S Tft       I fti       [pcf]     Ifps I       I fps I TILL/FILL   (5)                     261                 0     140       1871         1000       0.30 OSWEGO     16)                       245               16       164     13638         6000         0.38 OSWEGO TRANSITION             (6)   225               36       164     14309         6500       0.37 PULASKIA       (6)                 210               51         168     14252         8000         0.27 6
PULASKIB       ( ,                   170               91       168     14252         8000         0.27 6
PULASKIC       1 )                   153             108         168     14967         8000         0.30 113             148         167     15911         7000       0.38 WHETSTONE GULF (7)
                                      -287             548         167     17048         7500         0.38 TRENTON GROUP           (7)         -700             961       .170     16389         8600         0.31 PRECAMBRIAN GRENVILLE I 7                     -1500           1761         177     16643         9200       0.28 NOTES:
(1) Corresponds to site grade for Nine Mile Point Unit 2 (NMP2)
(2) Measured from plant grade
*3) Obtained 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 AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES This profile was developed using information documented in Reference 2. As indicated in Figure 3-1 of Reference 2, the safe shutdown earthquake (SSE) Control Point is defined at elevation 245' ("top of the rock"), 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 linear behavior. 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 in Figure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Note that Profile 3 assumes hard 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 Site Vs (ft/sec) 0   1000   2000   3000   4000   5000     6000   7000         8000   9000   10000 0
100         __,
200 300 400 500                                               __.. _,,,,,.,       _
500
                                                                                                      -Profile 1 700
        *. "=800                                                                            4-       -Profile2 900 CL 900Profile                                                                                           3 1000                                                               _      *__
1100                                              __          _
* 1200                                                      _                 -
1300                                                                     *     ,
1400                                         _      _            _
* 1500                                                                        *     ,
1600
* 1700   ------       --------
1800 Figure 1 - Vs profiles for the NMPNS Site 2 of 4
 
ATTACHMENT (3)
NMPNS - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, NMPNS Site Profile 1                             Profile 2                             Profile 3 thickness(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     7500 10.0       10.0       6000         10.0       10.0     4800           10.0         10.0     7500 10.0       20.0       6000         10.0       20.0     4800           10.0         20.0     7500 15.0       35.0       6500         15.0       35.0       5200         15.0         35.0     8125 16.2       51.2'       8000         16.2       51.2       6400         16.2         51.2     9285 16.2       67.4       8000         16.2       67.4       6400         16.2         67.4     9285 16.2       83.6       8000         16.2       83.6       6400         16.2         83.6     9285 16.2       99.8       8000         16.2       99.8       6400         16.2         99.8     9285 16.2       116.0       8000         16.2       116.0       6400         16.2       116.0     9285 16.2       132.3       8000         16.2       132.3       6400         16.2       132.3     9285 9.0       141.3       7000           9.0       141.2       5600           9.0       141.2     9285 20.0       161.2       7000         20.0       161.2       5600         20.0         161.2     9285 20.0       181.2       7000         20.0       181.2       5600         20.0         181.2       9285 20.0       201.2       7000         20.0     201.2       5600         20.0         201.2       9285 10.0       211.2       7000         10.0     211.2       5600         10.0       211.2       9285 20.0       231.2       7000         20.0       231.2       5600         20.0         231.2       9285 20.0       251.2       7000         20.0       251.2       5600         20.0         251.2       9285 20.0       271.2       7000         20.0       271.2       5600         20.0         271.2     9285 20.0       291.2       7000         20.0       291.2       5600         20.0         291.2       9285 20.0       311.2       7000         20.0       311.2       5600         20.0         311.2       9285 20.0       331.2       7000         20.0       331.2       5600         20.0         331.2       9285 20.0       351.2       7000         20.0       351.2       5600         20.0         351.2       9285 20.0       371.2       7000         20.0       371.2       5600         20.0         371.2       9285 20.0       391.2       7000         20.0       391.2       5600         20.0         391.2       9285 20.0       411.2       7000         20.0     411.2       5600         20.0         411.2       9285 20.0       431.2       7000         20.0     431.2       5600         20.0         431.2       9285 20.0       451.2       7000         20.0     451.2       5600         20.0         451.2       9285 20.0       471.2       7000         20.0     471.2       5600         20.0         471.2       9285 20.0       491.2       7000         20.0     491.2       5600         20.0         491.2       9285 8.7       500.0       7000           8.7       500.0       5600           8.7       500.0       9285 32.3       532.2       7000         32.3       532.2       5600         32.3         532.2       9285 9.0       541.2       7500           9.0       541.2       6000           9.0       541.2       9285 10.0       551.2       7500         10.0       551.2       6000         10.0       551.2       9285 10.0       561.2       7500         10.0       561.2       6000         10.0       561.2       9285 10.0       571.2       7500         10.0       571.2       6000         10.0       571.2       9285 10.0       581.2       7500         10.0       581.2       6000           O1.0     581.2       9285 3 of 4
 
ATTACHMENT (3)
NMPNS - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES 36.4     617.6     7500         36.4     617.6     6000         36.4   617.6       9285 36.4     654.0     7500         36.4     654.0     6000         36.4   654.0       9285 36.4     690.4     7500         36.4     690.4     6000         36.4   690.4       9285 36.4     726.8     7500         36.4     726.8     6000         36.4   726.8       9285 36.4     763.2     7500         36.4     763.2     6000         36.4   763.2       9285 36.4     799.6     7500         36.4     799.6     6000         36.4   799.6       9285 36.4     836.0     7500         36.4     836.0     6000         36.4   836.0       9285 36.4     872.4     7500         36.4     872.4     6000         36.4   872.4       9285 36.4     908.8     7500         36.4     908.8     6000         36.4   908.8       9285 36.4     945.2     7500         36.4     945.2     6000         36.4   945.2       9285 80.0     1025.2     8600         80.0     1025.2     6880         80.0   1025.2       9285 80.0     1105.2     8600         80.0     1105.2     6880         80.0   1105.2       9285 80.0     1185.2     8600         80.0     1185.2     6880         80.0   1185.2       9285 80.0     1265.2     8600         80.0     1265.2     6880         80.0   1265.2       9285 80.0     1345.2     8600         80.0     1345.2     6880         80.0   1345.2       9285 80.0     1425.2     8600         80.0     1425.2     6880         80.0   1425.2       9285 80.0     1505.2     8600         80.0     1505.2     6880         80.0   1505.2       9285 80.0     1585.2     8600         80.0     1585.2     6880         80.0   1585.2       9285 80.0     1665.2     8600         80.0     1665.2     6880         80.0   1665.2       9285 79.6     1744.7     8600         79.6     1744.8     6880         79.6   1744.8       9285 3280.8   5025.6     9285       3280.8     5025.6     9285       3280.8   5025.6       9285 References
: 1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summary of the August 6, 2013, Public Teleconference to Discuss the Electric Power Research Institute Ground Motion Model Update Project.
: 2. Data Request for Site Amplification CalculationsJbrNine Mile Point Nuclear Station Unit I and 2-Revision 1, dated August 13, 2013, transmitted to the Electric Power Research Institute (EPRI) in August, 2013.
: 3. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Volumes 1 through 5.
4 of 4
 
ATTACHMENT (4)
LIST OF REVISED REGULATORY COMMITMENTS Constellation Energy Nuclear Group, LLC September 12, 2013
 
ATTACHMENT (4)
LIST OF REVISED REGULATORY COMMITMENTS The following table identifies the revised action committed to in this document. Any other statements in this submittal are provided for information purposes and are not considered to be regulatory commitments.
Regulatory Commitment                                                       Date Submit the remaining EPRI Technical Report 1025287, Section 4,             March 31, 2014 "Seismic Hazard and Screening Report," (including remaining information required by Section 4, 2 nd Bullet, "Seismic Hazard Results: GMRS," Items 3.a and 3.b) information for CCNPP, Ginna, and NMPNS 1 of I}}

Latest revision as of 02:40, 6 February 2020

Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Regarding the Seismic Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident - 1.5 Year Response for CEUS Sites
ML13259A044
Person / Time
Site: Calvert Cliffs, Nine Mile Point, Ginna  Constellation icon.png
Issue date: 09/12/2013
From: Spina J
Constellation Energy Nuclear Group, EDF Group
To:
Document Control Desk, Office of Nuclear Reactor Regulation
References
Download: ML13259A044 (22)
v • d • e


Text

James A. Spina Office 410-470-5203 VP-Corporate Site Operations Fax 410-470-6305 E-mail: James.Spina@cengllc.com CENG a joint venture of 0 Enww 101 September 12, 2013 U.S. Nuclear Regulatory Commission 11555 Rockville Pike Rockville, MD 20852 ATTENTION: Document Control Desk

SUBJECT:

Calvert Cliffs Nuclear Power Plant, Units I and 2 Renewed Facility Operating License Nos. DPR-53 and DPR-69 Docket Nos. 50-317 and 50-318 Nine Mile Point Nuclear Station, Units 1 and 2 Renewed Facility Operating License Nos. DPR-63 and NPF-69 Docket Nos. 50-220 and 50-4 10 R.E. Ginna Nuclear Power Plant Renewed Facility Operating License No. DPR- 18 Docket No. 50-244 Response to NRC Request for Information Pursuant to 10 CFR 50.54(f)

Regarding the Seismic Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident - 1.5 Year Response for CEUS Sites

REFERENCES:

(a) Letter from E. J. Leeds (NRC) and M. R. Johnson (NRC) to All Power Reactor Licensees and Holders of Construction Permits in Active or Deferred Status, dated March 12, 2012, Request for Information Pursuant to Title 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 of Insights from the Fukushima Dai-ichi Accident, ML12073A348 (b) Letter from D. L. Skeen (NRC) to J. E. Pollock (NEI), dated February 15, 2013, Endorsement of Electric Power Research Institute Final Draft Report 1025287, "Seismic Evaluation Guidance," ML12319A074 (c) EPRI Technical Report 1025287, "Seismic Evaluation Guidance: Screening, Prioritization and Implementation Details (SPID) for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic," dated November 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: Seismic Reevaluations, ML13101A379 Constellation Energy Nuclear Group, LLC 100 Constellation Way, Suite 200C, Baltimore, MD 21202

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Document Control Desk September 12, 2013 Page 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, "Seismic Evaluation Guidance: Augmented Approach for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic," as an Acceptable Alternative to the March 12, 2012, Information Request for Seismic Reevaluations," ML13106A331 (f) Letter from M. G. Korsnick (CENG) to the Document Control Desk (NRC),

dated April 26, 2013, Response to Request for Information: Near-Term Task Force Recommendation 2.1, Seismic Reevaluation, ML13120A105 (g) Letter from M. G. Evans (NRC) to M. G. Korsnick (CENG), dated August 2, 2013, Status of 60-Day Response to Issuance of Seismic Evaluation Guidance Related to the Near-Term Task Force Recommendation 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 of Electric Power Research Institute Ground Motion Model Review Project Final Report for Use by Central and Eastern United States Nuclear Power Plants, dated August 28, 2013 (ML13233A102).

On March 12, 2012, the Nuclear Regulatory Commission (NRC) issued Reference (a) to request information associated with Near-Term Task Force (NTTF) Reconmmendation 2.1 for seismic hazard re-evaluation. Enclosure 1 of Reference (a) requested each addressee in the Central and Eastern United States (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 of Reference (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 NRC agreement to delay submittal of some of the CEUS seismic hazard evaluation information so that an update to the Electric Power Research Institute (EPRI) (2004, 2006) ground motion attenuation model could 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 schedule submitted by NEI in Reference (d).

On April 26, 2013 (Reference f), Constellation Energy Nuclear Group, LLC (CENG) proposed an alternative schedule to comply with Required Response 2 of Enclosure I of Reference (a) for Calvert Cliffs 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 submit the base case velocity profile and supporting subsurface materials and properties (EPRI Technical Report 1025287 (Reference (c)), Section 4, "Seismic Hazard and Screening Report," 2 nd Bullet, "Seismic Hazard Results: GMRS," (Items 3.a and 3.b) by September 12, 2013. The CENG proposed alternative schedule is consistent with the alternative schedule proposed by NEI in Reference (d), and accepted by the NRC in Reference (e). In addition, on August 2, 2013 (Reference g), the NRC acknowledged that CENG had provided in Reference (f) the information specified in Enclosure 1, Required Response, Item 1 of Reference (a).

Document Control Desk September 12, 2013 Page 3 Attachments (1) through (3) to this letter contain the requested descriptions of subsurface materials and properties and base case velocity profiles for CCNPP, Ginna, and NMPNS. The information provided in these attachments is considered an interim product of seismic hazard development efforts being performed 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. The interim information provided by EPRI was modified by Ginna in Attachment (2) to incorporate a 1 foot reduction 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 NMPNS will 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 ground motion attenuation model for the CEUS, or the NRC determines that the industry is unable to address its 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 motion attenuation model for the CEUS or an NRC determination that the industry is unable to address its concerns with the EPRI updated ground motion model for CEUS licensees. On August 28, 2013, the NRC 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. To be consistent with the industry due date established by NEI in Reference (d) and accepted by the NRC in Reference (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 no new 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~a

/

JAS/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 Desk September 12, 2013 Page 4 cc: NRC Project Manager, Calvert Cliffs Resident Inspector, Calvert Cliffs NRC Project Manager, Ginna Resident Inspector, Ginna NRC Project Manager, Nine Mile Point Resident Inspector, Nine Mile Point W. M. Dean, NRC S. Gray, DNR

ATTACHMENT (1)

CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013

ATTACHMENT (1)

CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 satisfy the 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 I Summary of Geotechnical Profile Data for CCNPP STRATUM EL. " DEPTH (2 (3) Vp (4) Vs (4) V (4)

[ ft] Ift I [ pcf] [ fps I I fps I Stratum Cheapek TI-A ClA 45 0 140 2283 800 Chesapeake Clay/Silt 0.43 Stratum SapakeTI-B Cmne 28 17 164 4566 1600 Chesapeake Cemented Sand 0.43 Stratum II-C -20 65 164 2752 1250 0.37 Chesapeake Clay/Silt Stratum Natum III San -200 245 125 5937 1790 0.45 Nanjernoy Sand I Stratum Nanjemoy Ill 111 2-220 265 125 6274 2330 0.42 Nanjemoy Sand 2 Stratum 111 -230 275 125 5793 2030 0.43 Nanjemoy Sand 3 Stratum NanjmoIII Sn -270 315 125 5896 1930 0.44 Nanjemoy Sand 4 Deep Soil Transition 1 -317 362 115 5389 2200 0.40 Deep Soil Transition 2 -1000 1045 115 5707 .2330 0.40 Deep Soil Transition 3 -1500 1545 115 6246 2550 0.40 Deep Soil Transition 4 -2000 2045 115 6859 2800 0.40 Bedrock Transition 1 -2446 2491 162 9354 5000 0.30 Bedrock Transition 2 -2456 2501 162 13096 7000 0.30 Bedrock -2466 2511 162 17212 9200 0.30 NOTES:

") 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 AND SUPPORTING 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 the Containment/Reactor Building, which is elevation -1 foot (ft), and the profile was modeled up to 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 3, the second model assumed linear behavior. These dynamic property models were weighted equally.

For dynamic properties of fill and compacted sand layers, modulus and damping curves were also represented with two (2) models. The first model used soil curves taken from Reference 3, the second model used soil curves taken from References 4 and 5. These dynamic property models were weighted equally. To model the profile, rock modulus and damping curves from Reference 3 were paired with soil modulus and damping curves from Reference 3, and linear rock modulus and damping curves were paired with 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 in Figure 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 Site Vs (ft/sec) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0

100 200 300 400 500 600 700 800 900 -Profile 1 1000

  • 1100 -Profile 2 1200
  • . 1300 --- Profile 3 o1400 1500 1600 1700 1800 1900 2000 2100 2200 4 ___ ______

2300 2400 2500 _

Figure 1 - Vs profiles for CCNPP Site 2 of 5

ATTACHMENT (1)

CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, CCNPP Site Profile 1 Profile 2 Profile 3 thickness(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 1600 3.8 3.8 1600 3.8 3.8 1600 3.8 3.8 1600 3.8 7.6 1600 3.8 7.6 1600 3.8 7.6 1600 3.8 11.4 1600 3.8 11.4 1600 3.8 11.4 1600 3.8 15.2 1600 3.8 15.2 1600 3.8 15.2 1600 3.8 19.0 1600 3.8 19.0 1600 3.8 19.0 1600 1.0 20.0 1250 1.0 20.0 800 1.0 20.0 1962 8.0 28.0 1250 8.0 28.0 800 8.0 28.0 1962 8.0 35.9 1250 8.0 35.9 800 8.0 35.9 1962 8.0 43.9 1250 8.0 43.9 800 8.0 43.9 1962 8.0 51.8 1250 8.0 51.8 800 8.0 51.8 1962 8.0 59.8 1250 8.0 59.8 800 8.0 59.8 1962 8.0 67.7 1250 8.0 67.7 800 8.0 67.7 1962 8.0 75.7 1250 8.0 75.7 800 8.0 75.7 1962 8.0 83.6 1250 8.0 83.6 800 8.0 83.6 1962 8.0 91.6 1250 8.0 91.6 800 8.0 91.6 1962 8.0 99.5 1250 8.0 99.5 800 8.0 99.5 1962 8.0 107.5 1250 8.0 107.5 800 8.0 107.5 1962 8.0 115.5 1250 8.0 115.5 800 8.0 115.5 1962 4.0 119.4 1250 4.0 119.4 800 4.0 119.4 1962 8.0 127.4 1250 8.0 127.4 800 8.0 127.4 1962 8.0 135.3 1250 8.0 135.3 800 8.0 135.3 1962 8.0 143.3 1250 8.0 143.3 800 8.0 143.3 1962 8.0 151.3 1250 8.0 151.3 800 8.0 151.3 1962 8.0 159.2 1250 8.0 159.2 800 8.0 159.2 1962 8.0 167.2 1250 8.0 167.2 800 8.0 167.2 1962 8.0 175.1 1250 8.0 175.1 800 8.0 175.1 1962 8.0 183.1 1250 8.0 183.1 800 8.0 183.1 1962 8.0 191.0 1250 8.0 191.0 800 8.0 191.0 1962 8.0 199.0 1250 8.0 199.0 800 8.0 199.0 1962 6.7 205.6 1790 6.7 205.6 1146 6.7 205.6 2810 6.7 212.3 1790 6.7 212.3 1146 6.7 212.3 2810 6.7 219.0 1790 6.7 219.0 1146 6.7 219.0 2810 10.0 229.0 2330 10.0 229.0 1491 10.0 229.0 3658 10.0 239.0 2030 10.0 239.0 1299 10.0 239.0 3187 10.0 249.0 2030 10.0 249.0 1299 10.0 249.0 3187 10.0 259.0 2030 10.0 259.0 1299 10.0 259.0 3187 10.0 269.0 2030 10.0 269.0 1299 10.0 269.0 3187 3 of 5

ATTACHMENT (1)

CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, CCNPP Site Profile 1 Profile 2 Profile 3 thickness(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 3030 9.4 287.8 1930 9.4 287.8 1235 9.4 287.8 3030 9.4 297.2 1930 9.4 297.2 1235 9.4 297.2 3030 9.4 306.6 1930 9.4 306.6 1235 9.4 306.6 3030 9.4 316.0 1930 9.4 316.0 1235 9.4 316.0 3030 11.4 327.4 2200 11.4 327.4 1408 11.4 327.4 3454 11.4 338.7 2200 11.4 338.7 1408 11.4 338.7 3454 11.4 350.1 2200 11.4 350.1 1408 11.4 350.1 3454 11.4 361.5 2200 11.4 361.5 1408 11.4 361.5 3454 11.4 372.9 2200 11.4 372.9 1408 11.4 372.9 3454 11.4 384.3 2200 11.4 384.3 1408 11.4 384.3 3454 11.4 395.7 2200 11.4 395.7 1408 11.4 395.7 3454 11.4 407.0 2200 11.4 407.0 1408 11.4 407.0 3454 11.4 418.4 2200 11.4 418.4 1408 11.4 418.4 3454 11.4 429.8 2200 11.4 429.8 1408 11.4 429.8 3454 11.4 441.2 2200 11.4 441.2 1408 11.4 441.2 3454 11.4 452.6 2200 11.4 452.6 1408 11.4 452.6 3454 11.4 464.0 2200 11.4 464.0 1408 11.4 464.0 3454 11.4 475.3 2200 11.4 475.3 1408 11.4 475.3 3454 11.4 486.7 2200 11.4 486.7 1408 11.4 486.7 3454 11.4 498.1 2200 11.4 498.1 1408 11.4 498.1 3454 166.9 665.0 2200 166.9 665.0 1408 166.9 665.0 3454 166.9 832.0 2200 166.9 832.0 1408 166.9 832.0 3454 166.9 998.9 2200 166.9 998.9 1408 166.9 998.9 3454 250.0 1248.9 2330 250.0 1248.9 1491 250.0 1248.9 3658 250.0 1498.9 2330 250.0 1498.9 1491 250.0 1498.9 3658 200.0 1698.9 2550 200.0 1698.9 1632 200.0 1698.9 4003 300.0 1998.9 2550 300.0 1998.9 1632 300.0 1998.9 4003 198.2 2197.1 2800 198.2 2197.1 1792 198.2 2197.1 4396 247.8 2444.9 2800 247.8 2444.9 1792 247.8 2444.9 4396 10.0 2454.9 5000 10.0 2454.9 3200 10.0 2454.9 7850 10.0 2464.9 7000 10.0 2464.9 4480 10.0 2464.9 9285 3280.8 5745.7 9285 3280.8 5745.7 9285 3280.8 5745.7 9285 4 of 5

ATTACHMENT (1)

CCNPP - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES References

1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summary of 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. 12-0809 Rev. 1 dated August 30, 2012.
3. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, 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 of the 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 for Constraining the NGA Models," EarthquakeSpectra, 24 (1) 243-255.

5 of 5

ATTACHMENT (2)

GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013

ATTACHMENT (2)

GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 the U.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 by Ginna to incorporate a 1 foot reduction 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 basic information used to create the site geologic profile at Ginna is shown in Table 1.

Table 1 Summary of Geotechnical Profile Data for Ginna SOIL/ROCK EL. DEPTH (1) 7 Vp Vs DESCRIPTION ftjIft I [Ipcf I [ fps I [ fps v Ground Surface Elevation During Initial Site Borings Current Ground Surface 270' 5 Elevation Deepest Structure Foundation Elevation: 231'-8" ---............

231 '-8" Soil --- 0-40 130 (6) 4400 12) 2000 (5) 0.4 (7)

Queenston Sanstones Siltstone, ansShaes--- 40-1040 158 (6) 12800 (21 7200 (5) 0.15 (7)

Sandstones and Shales Oswego 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) 15000 16000 (4)

(7) 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 of approximately 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) Assumed 1 of 4

ATTACHMENT (2)

GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES The original profile was developed using information documented in Reference 2. As indicated in Reference 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 this elevation by one foot. This elevation was taken as the SSE Control Point, and the profile was modeled up to 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 linear behavior. 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 in Figure 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 feet of 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 input document, Reference 3, has been supplied to EPRI to ensure that the changes noted above are captured in the GMRS calculation.

Vs profiles for Ginna Site Vs (ft/sec) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0 _

200 400 600 800 - Profile 1 OO 1200 - Profile 2

- 1400 ---- Profile 3 1600 I 1800 2000 2200 2400 2600 _ I 2800 Figure 1 - Vs profiles for Ginna Site 2 of 4

ATTACHMENT (2)

GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, Ginna Site Profile 1 Profile 2 Profile 3 thickness(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 9000 7 7 7200 7 7 5760 7 7 9000 7 14 7200 7 14 5760 7 14 9000 15 29 7200 15 29 5760 15 29 9000 15 44 7200 15 44 5760 15 44 9000 14 58 7200 14 58 5760 14 58 9000 14 72 7200 14 72 5760 14 72 9000 14 86 7200 14 86 5760 14 86 9000 14 100 7200 14 100 5760 14 100 9000 14 114 7200 14 114 5760 14 114 9000 16.2 130.2 7200 16.2 130.2 5760 16.2 130.2 9000 16.2 146.4 7200 16.2 146.4 5760 16.2 146.4 9000 16.2 162.6 7200 16.2 162.6 5760 16.2 162.6 9000 16.2 178.8 7200 16.2 178.8 5760 16.2 178.8 9000 16.2 195 7200 16.2 195 5760 16.2 195 9000 16.2 211.2 7200 16.2 211.2 5760 16.2 211.2 9000 16.2 227.4 7200 16.2 227.4 5760 16.2 227.4 9000 16.2 243.6 7200 16.2 243.6 5760 16.2 243.6 9000 16.7 260.3 7200 16.7 260.3 5760 16.7 260.3 9000 16.7 277 7200 16.7 277 5760 16.7 277 9000 16.7 293.7 7200 16.7 293.7 5760 16.7 293.7 9000 16.7 310.4 7200 16.7 310.4 5760 16.7 310.4 9000 16.7 327.1 7200 16.7 327.1 5760 16.7 327.1 9000 16.7 343.8 7200 16.7 343.8 5760 16.7 343.8 9000 16.7 360.5 7200 16.7 360.5 5760 16.7 360.5 9000 16.7 377.2 7200 16.7 377.2 5760 16.7 377.2 9000 16.7 393.9 7200 16.7 393.9 5760 16.7 393.9 9000 16.7 410.6 7200 16.7 410.6 5760 16.7 410.6 9000 16.7 427.3 7200 16.7 427.3 5760 16.7 427.3 9000 16.7 444 7200 16.7 444 5760 16.7 444 9000 16.7 460.7 7200 16.7 460.7 5760 16.7 460.7 9000 16.7 477.4 7200 16.7 477.4 5760 16.7 477.4 9000 16.7 494.1 7200 16.7 494.1 5760 16.7 494.1 9000 50.3 544.4 7200 50.3 544.4 5760 50.3 544.4 9000 50.3 594.7 7200 50.3 594.7 5760 50.3 594.7 9000 50.3 645 7200 50.3 645 5760 50.3 645 9000 50.3 695.3 7200 50.3 695.3 5760 50.3 695.3 9000 50.3 745.6 7200 50.3 745.6 5760 50.3 745.6 9000 3 of 4

ATTACHMENT (2)

GINNA - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, Ginna Site Profile 1 Profile 2 Profile 3 thickness(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 9000 50.3 846.2 7200 50.3 846.2 5760 50.3 846.2 9000 50.3 896.5 7200 50.3 896.5 5760 50.3 896.5 9000 50.3 946.8 7200 50.3 946.8 5760 50.3 946.8 9000 50.3 997.1 7200 50.3 997.1 5760 50.3 997.1 9000 167.1 1164.2 9285 167.1 1164.2 5942 167.1 1164.2 9285 167.1 1331.3 9285 167.1 1331.3 5942 167.1 1331.3 9285 167.1 1498.4 9285 167.1 1498.4 5942 167.1 1498.4 9285 167.1 1665.5 9285 167.1 1665.5 5942 167.1 1665.5 9285 167.1 1832.6 9285 167.1 1832.6 5942 167.1 1832.6 9285 167.1 1999.7 9285 167.1 1999.7 5942 167.1 1999.7 9285 167.1 2166.8 9285 167.1 2166.8 5942 167.1 2166.8 9285 167.1 2333.9 9285 167.1 2333.9 5942 167.1 2333.9 9285 167.1 2501 9285 167.1 2501 5942 167.1 2501 9285 167.1 2668.1 9285 167.1 2668.1 5942 167.1 2668.1 9285 3280.8 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, Summary of 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, Palo Alto, CA, Rept. TR-102293, Volumes 1 through 5.

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ATTACHMENT (3)

NMPNS - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Constellation Energy Nuclear Group, LLC September 12, 2013

ATTACHMENT (3)

NMPNS - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING 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 the U.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 1 Summary of Geotechnical Profile Data for NMPNS STRATUM EL. (1) DEPTH (2) , (3) Vp (4) VS (4) V (4)

I S Tft I fti [pcf] Ifps I I fps I TILL/FILL (5) 261 0 140 1871 1000 0.30 OSWEGO 16) 245 16 164 13638 6000 0.38 OSWEGO TRANSITION (6) 225 36 164 14309 6500 0.37 PULASKIA (6) 210 51 168 14252 8000 0.27 6

PULASKIB ( , 170 91 168 14252 8000 0.27 6

PULASKIC 1 ) 153 108 168 14967 8000 0.30 113 148 167 15911 7000 0.38 WHETSTONE GULF (7)

-287 548 167 17048 7500 0.38 TRENTON GROUP (7) -700 961 .170 16389 8600 0.31 PRECAMBRIAN GRENVILLE I 7 -1500 1761 177 16643 9200 0.28 NOTES:

(1) Corresponds to site grade for Nine Mile Point Unit 2 (NMP2)

(2) Measured from plant grade

  • 3) Obtained 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 AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES This profile was developed using information documented in Reference 2. As indicated in Figure 3-1 of Reference 2, the safe shutdown earthquake (SSE) Control Point is defined at elevation 245' ("top of the rock"), 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 linear behavior. 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 in Figure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Note that Profile 3 assumes hard 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 Site Vs (ft/sec) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0

100 __,

200 300 400 500 __.. _,,,,,., _

500

-Profile 1 700

  • . "=800 4- -Profile2 900 CL 900Profile 3 1000 _ *__

1100 __ _

  • 1200 _ -

1300 * ,

1400 _ _ _

  • 1500 * ,

1600

  • 1700 ------ --------

1800 Figure 1 - Vs profiles for the NMPNS Site 2 of 4

ATTACHMENT (3)

NMPNS - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES Table 2 Layer thicknesses, depths, and Vs for three (3) profiles, NMPNS Site Profile 1 Profile 2 Profile 3 thickness(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 7500 10.0 10.0 6000 10.0 10.0 4800 10.0 10.0 7500 10.0 20.0 6000 10.0 20.0 4800 10.0 20.0 7500 15.0 35.0 6500 15.0 35.0 5200 15.0 35.0 8125 16.2 51.2' 8000 16.2 51.2 6400 16.2 51.2 9285 16.2 67.4 8000 16.2 67.4 6400 16.2 67.4 9285 16.2 83.6 8000 16.2 83.6 6400 16.2 83.6 9285 16.2 99.8 8000 16.2 99.8 6400 16.2 99.8 9285 16.2 116.0 8000 16.2 116.0 6400 16.2 116.0 9285 16.2 132.3 8000 16.2 132.3 6400 16.2 132.3 9285 9.0 141.3 7000 9.0 141.2 5600 9.0 141.2 9285 20.0 161.2 7000 20.0 161.2 5600 20.0 161.2 9285 20.0 181.2 7000 20.0 181.2 5600 20.0 181.2 9285 20.0 201.2 7000 20.0 201.2 5600 20.0 201.2 9285 10.0 211.2 7000 10.0 211.2 5600 10.0 211.2 9285 20.0 231.2 7000 20.0 231.2 5600 20.0 231.2 9285 20.0 251.2 7000 20.0 251.2 5600 20.0 251.2 9285 20.0 271.2 7000 20.0 271.2 5600 20.0 271.2 9285 20.0 291.2 7000 20.0 291.2 5600 20.0 291.2 9285 20.0 311.2 7000 20.0 311.2 5600 20.0 311.2 9285 20.0 331.2 7000 20.0 331.2 5600 20.0 331.2 9285 20.0 351.2 7000 20.0 351.2 5600 20.0 351.2 9285 20.0 371.2 7000 20.0 371.2 5600 20.0 371.2 9285 20.0 391.2 7000 20.0 391.2 5600 20.0 391.2 9285 20.0 411.2 7000 20.0 411.2 5600 20.0 411.2 9285 20.0 431.2 7000 20.0 431.2 5600 20.0 431.2 9285 20.0 451.2 7000 20.0 451.2 5600 20.0 451.2 9285 20.0 471.2 7000 20.0 471.2 5600 20.0 471.2 9285 20.0 491.2 7000 20.0 491.2 5600 20.0 491.2 9285 8.7 500.0 7000 8.7 500.0 5600 8.7 500.0 9285 32.3 532.2 7000 32.3 532.2 5600 32.3 532.2 9285 9.0 541.2 7500 9.0 541.2 6000 9.0 541.2 9285 10.0 551.2 7500 10.0 551.2 6000 10.0 551.2 9285 10.0 561.2 7500 10.0 561.2 6000 10.0 561.2 9285 10.0 571.2 7500 10.0 571.2 6000 10.0 571.2 9285 10.0 581.2 7500 10.0 581.2 6000 O1.0 581.2 9285 3 of 4

ATTACHMENT (3)

NMPNS - DESCRIPTION OF BASE CASE VELOCITY PROFILE AND SUPPORTING SUBSURFACE MATERIALS AND PROPERTIES 36.4 617.6 7500 36.4 617.6 6000 36.4 617.6 9285 36.4 654.0 7500 36.4 654.0 6000 36.4 654.0 9285 36.4 690.4 7500 36.4 690.4 6000 36.4 690.4 9285 36.4 726.8 7500 36.4 726.8 6000 36.4 726.8 9285 36.4 763.2 7500 36.4 763.2 6000 36.4 763.2 9285 36.4 799.6 7500 36.4 799.6 6000 36.4 799.6 9285 36.4 836.0 7500 36.4 836.0 6000 36.4 836.0 9285 36.4 872.4 7500 36.4 872.4 6000 36.4 872.4 9285 36.4 908.8 7500 36.4 908.8 6000 36.4 908.8 9285 36.4 945.2 7500 36.4 945.2 6000 36.4 945.2 9285 80.0 1025.2 8600 80.0 1025.2 6880 80.0 1025.2 9285 80.0 1105.2 8600 80.0 1105.2 6880 80.0 1105.2 9285 80.0 1185.2 8600 80.0 1185.2 6880 80.0 1185.2 9285 80.0 1265.2 8600 80.0 1265.2 6880 80.0 1265.2 9285 80.0 1345.2 8600 80.0 1345.2 6880 80.0 1345.2 9285 80.0 1425.2 8600 80.0 1425.2 6880 80.0 1425.2 9285 80.0 1505.2 8600 80.0 1505.2 6880 80.0 1505.2 9285 80.0 1585.2 8600 80.0 1585.2 6880 80.0 1585.2 9285 80.0 1665.2 8600 80.0 1665.2 6880 80.0 1665.2 9285 79.6 1744.7 8600 79.6 1744.8 6880 79.6 1744.8 9285 3280.8 5025.6 9285 3280.8 5025.6 9285 3280.8 5025.6 9285 References

1. Memorandum from L. M. Regner (NRC) to M. A. Mitchell (NRC), dated August 16, 2013, Summary of the August 6, 2013, Public Teleconference to Discuss the Electric Power Research Institute Ground Motion Model Update Project.
2. Data Request for Site Amplification CalculationsJbrNine Mile Point Nuclear Station Unit I and 2-Revision 1, dated August 13, 2013, transmitted to the Electric Power Research Institute (EPRI) in August, 2013.
3. Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Volumes 1 through 5.

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ATTACHMENT (4)

LIST OF REVISED REGULATORY COMMITMENTS Constellation Energy Nuclear Group, LLC September 12, 2013

ATTACHMENT (4)

LIST OF REVISED REGULATORY COMMITMENTS The following table identifies the revised action committed to in this document. Any other statements in this submittal are provided for information purposes and are not considered to be regulatory commitments.

Regulatory Commitment Date Submit the remaining EPRI Technical Report 1025287, Section 4, March 31, 2014 "Seismic Hazard and Screening Report," (including remaining information required by Section 4, 2 nd Bullet, "Seismic Hazard Results: GMRS," Items 3.a and 3.b) information for CCNPP, Ginna, and NMPNS 1 of I

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