ML13312A919
| ML13312A919 | |
| Person / Time | |
|---|---|
| Site: | Oconee, Mcguire, Catawba, McGuire  |
| Issue date: | 09/11/2013 |
| From: | Waldrep B Duke Energy Carolinas |
| To: | Document Control Desk, Office of Nuclear Reactor Regulation |
| References | |
| Download: ML13312A919 (23) | |
Text
Benjamin C. Waldrep 526 South Church Street Charlotte, NC 28202 DUKE MailingAddress.
ENERGY P..
Box 1006-EC07H Charlotte, NC 28201-1006 Office: 704 382 8162 Fax: 704 382 6056 BenJamln.Weldrep@duke-energy.com 10OCFR 5O.54 (f)
September 11, 2013 ATTN: Document Control Desk U. S. Nuclear Regulatory Commission Washington, DC 20555-0001 Duke Energy Carolinas, LLC (Duke Energy)
Catawba Nuclear Station, Units 1 and 2 Docket Nos. 50-413 and 50-414/Renewed License Nos. NPF-35 and NPF-52 McGuire Nuclear Station, Units 1 and 2 Docket Nos. 50-369, 50-370/Renewed License Nos. NPF-9 and NPF-17 Oconee Nuclear Station, Units 1, 2 and 3 Docket Nos. 50-269, 50-270, 50-287/Renewed License Nos. DPR-38, DPR-47, and DPR-55
Subject:
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 Central and Eastern United States Sites
References:
- 1. NRC Letter, Request for Information Pursuant to Title 10 of the Code of Federal Regulations 50.54(0 Regarding Recommendations 2.1, 2.3, and 9.3, of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident, dated March 12, 2012, ADAMS Accession No. ML12053A340
- 2. EPRI Report 1025287, Seismic Evaluation Guidance, Screening, Prioritization and Implementation Details (SPID) for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic, ADAMS Accession No. ML12333A170
- 3. NRC Letter, Endorsement of Electric Power Research Institute Final Draft Report 1025287, "Seismic Evaluation Guidance,"dated February 15, 2013, ADAMS Accession No. ML12319A074
- 4. NEI Letter to NRC, Proposed Path Forward for NTTF Recommendation 2.1: Seismic Reevaluations, dated April 9, 2013, ADAMS Accession No. ML13101A379
U. S. Nuclear Regulatory Commission Page 2
- 5. Duke Energy 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, dated April 26, 2013, ADAMS Accession No. ML13121A061
- 6. NRC Letter, Electric Power Research Institute Final Draft Report XXXX0X, "Seismic Evaluation Guidance: Augmented Approach for the Resolution of Near-Term Task Force Recommendation 2.1: Seismic, " as an Acceptable Alternative to the March 12, 2012, Information Request for Seismic Reevaluations, dated May 7, 2013, ADAMS Accession No. ML13106A331
- 7. NRC Letter, Status of 60-DayResponse to Issuance of Seismic Evaluation Guidance Related to the Near-Term Task Force Recommendation 2.1, Seismic, dated August 2, 2013, ADAMS Accession No. ML13161A286 Ladies and Gentlemen:
On March 12, 2012, the Nuclear Regulatory Commission (NRC) issued Reference 1 to all power reactor licensees and holders of construction permits in active or deferred status. Enclosure 1 of Reference 1 requested each addressee in the Central and Eastern United States (CEUS) to submit a written response consistent with the requested seismic hazard evaluation information (i.e., items 1 through 7) by September 12, 2013. Reference 2 provides industry guidance for responding to Reference 1. Section 4 of Reference 2 identifies the detailed information to be included in the seismic hazard evaluation submittals. On February 15, 2013, the NRC issued Reference 3, endorsing the industry guidance (i.e., Reference 2).
On April 9, 2013, the Nuclear Energy Institute (NEI) submitted Reference 4 to the 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) (i.e., 2004 and 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 (i.e., items 3a and 3b in Section 4 of Reference 2) be submitted to the NRC by September 12, 2013, with the remaining seismic hazard and screening information submitted to NRC by March 31, 2014.
In Reference 5, Duke Energy provided the 60-day response to the NRC, as required by Reference 1. The response informed the NRC that Duke Energy intended to follow the alternative approach and schedule set forth in Reference 4. In Reference 6 the NRC approved the schedule modification (i.e., Reference 4). Based on the NRC approval of Reference 4, the NRC issued a letter on August 2, 2013, (i.e., Reference 7) and acknowledged the Duke Energy response (i.e., Reference 5) was acceptable.
The enclosures to this letter contain the requested descriptions of subsurface materials and properties and base case velocity profiles for Catawba, McGuire, and Oconee Nuclear Stations.
The geotechnical profile data included as Table(s) 1 of each enclosure is from the plant design record. Table 2 is based on Table(s) 1 for the reactor building control point. The profiles provided in Table 2 and Figure 1 of each enclosure represent a Mean Base Case (Profile 1), a Lower Bound (Profile 2), and an Upper Bound (Profile 3).
U. S. Nuclear Regulatory Commission Page 3 This information is being provided for Brunswick Steam Electric plant, Shearon Harris Nuclear Power Plant, H. B. Robinson Steam Electric Plant, and Crystal River Unit 2 under separate cover letters. 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 EPRI. The complete and final seismic hazard reports for Duke Energy will be provided to the NRC in our seismic hazard submittals by March 31, 2014, in accordance with Reference 5.
This letter contains no new regulatory commitments.
If you have any questions regarding this report, please contact Jeff Thomas, Fukushima Response Support Manager, at 704 382-3438.
I declare under penalty of perjury that the foregoing is true and correct. Executed on September 11, 2013.
Sincerely, Benjamin C. Waldrep Vice President-Corporate Governance &
Operation Support
Enclosures:
Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles for Catawba Nuclear Station (CNS), Unit Nos. 1 and 2, Docket Nos. 50-413 and 50-414, Renewed License Nos. NPF-35 and NPF-52 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles for McGuire Nuclear Station (MNS), Unit Nos. 1 and 2, Docket Nos. 50-369 and 50-370, Renewed License Nos. NPF-9 and NPF-17 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles for Oconee Nuclear Station, Unit Nos. 1, 2, and 3, Docket Nos. 50-269, 50-270, and 50-287, Renewed License Nos. DPR-38, DPR-47, and DPR-55
U. S. Nuclear Regulatory Commission Page 4 xc (with enclosures):
V. M. McCree, Regional Administrator U.S. Nuclear Regulatory Commission - Region II Marquis One Tower 245 Peachtree Center Ave., NE Suite 1200 Atlanta, Georgia 30303-1257 J. C. Paige, Project Manager (CNS & MNS)
U.S. Nuclear Regulatory Commission 11555 Rockville Pike Mail Stop 8 G9A Rockville, MD 20852-2738 R. V. Guzman, Project Manager (ONS)
U.S. Nuclear Regulatory Commission 11555 Rockville Pike Mail Stop O-8C2 Rockville, MD 20852 E. L. Crowe NRC Senior Resident Inspector Oconee Nuclear Station J. Zeiler NRC Senior Resident Inspector McGuire Nuclear Station G. A. Hutto NRC Senior Resident Inspector Catawba Nuclear Station J. Folkwein American Nuclear Insurers 95 Glastonbury Blvd., Suite 300 Glastonbury, CT 06033-4453
ENCLOSURE 1 DESCRIPTIONS OF SUBSURFACE MATERIALS AND PROPERTIES AND BASE CASE VELOCITY PROFILES FOR CATAWBA NUCLEAR STATION (CNS), UNIT NOS. 1 AND 2 DOCKET NOS. 50-413 AND 50-414 RENEWED LICENSE NOS. NPF-35 AND NPF-52 El-1 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 CATAWBA NUCLEAR STATION (CNS)
CNS site description-Rev. A (6/25/2013)
The basic information used to create the site geologic profile at the CNS site is shown in Table 1A (for CNS Unit 1) and Table 1 B (for CNS Unit 2). An average profile for the 2 units is shown in Table IC. These profiles were developed using information documented in Reference 1 of this enclosure. As indicated in the Table footnotes, the reactor building has bottom of mat foundation at 49.5 feet below yard grade, and site amplifications were calculated at this location.
For dynamic properties, modulus and damping curves for rock layers were represented with two models. The first model used rock curves taken from Reference 2 of this enclosure, the second model assumed linear behavior. These dynamic property models were weighted equally.
The three 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.
References
- 1.
AMEC (2012). Data for Site Amplifications-Catawba Phase 2 EPRI Seismic Attenuation and GMRS Project, Catawba Nuclear Station, Lake Wylie, SC, AMEC Project No. 6234-12-0031, Letter from S. Kiser and R. Smith to R. Keiser dated July 26, 2012.
- 2.
EPRI (1993). Guidelines for Determining Design Basis Ground Motions, Elec. Power Res. Inst., Palo Alto, CA, Rept. TR-102293, Vol. 1-5.
E1-2 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 CATAWBA NUCLEAR STATION (CNS)
Table 1A Summary of Geotechnical Profile Data for Catawba Nuclear Station Unit 1 Shear Depth Wave Compressional Range Density Velocity Wave Velocity Poisson's (1)
Soil/Rock Description (pcf)
(fps)
(fps) ratio Very Stiff Sandy Silt, Dense 0-15 Silty Sand 132 1393 2205 0.17 Very Dense Silty Sand to 15-25 PWR 127 1537 2624 0.07 25-35 Soft Adamellite - PWR 138 1633 4052 0.40 Moderately Hard Adamellite 35-45
- Weathered Rock 149 2228 1077 0.44 Moderately Hard Adamellite 45-49.5
- Rock 159 2508 7490 0.44 49.5-63 Fill Concrete 140(")
6800(8) 63-73 Hard Adamellite - Rock 170 5710 8616 0.11 73-83 Hard Adamellite - Rock 170 7002 13766 0.33 83-93 Hard Adamellite - Rock 170 8552 16832 0.33 93-103 Hard Adamellite - Rock 170 8868 17498 0.33 103-110 See Note 2 170 8868 17490 0.33 110+
See Note 2 170 9200 18264 0.33 (1)
Depth begins at Yard Grade Elevation 593.5 ft.
(2)
Boring was terminated at 103 ft below Yard Elevation. Velocities beyond this depth are extrapolated, not confirmed by tests.
(3)
The reactor building has a bottom of mat foundation at Elevation 544 ft (49.5 ft below Yard Grade Elevation);
the in-core instrumentation pit has a bottom of mat foundation at Elevation 517 ft (76.5 ft below Yard Grade Elevation).
(4)
For Unit 1, visual examination of UFSAR Figure 2-132, Sections C-C and F-F, indicates a typical bottom of fill concrete beneath the reactor building for Unit 1 at about Elevation 531 ft. This representative average bottom of fill concrete is 63 ft below Yard Grade Elevation for Unit 1.
(5)
Materials less than about 49.5 ft depth below Yard Grade Elevation were removed adjacent to the buildings and replaced with engineered (Group 1) backfill consisting of compacted soil fill or compacted granular fill.
(6)
The location of the Safe Shutdown Earthquake control point for this site is not identified at a specific elevation.
The Deepest Structure Foundation Elevation could be Elevation 544 ft or Elevation 517 ft.
(7)
The Ground Surface Elevation is at Yard Grade Elevation or 593.5 ft.
(8)
The assumed unit weight for the fill concrete is 140 pcf. The estimated shear wave velocity for the fill concrete is 6800 fps. See Appendix B (i.e., Reference 1 of this enclosure) for worksheet showing how Vs was estimated.
E1-3 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 CATAWBA NUCLEAR STATION (CNS)
Table 1B Summary of Geotechnical Profile Data for Catawba Nuclear Station Unit 2 Shear Depth Wave Compressional Range Density Velocity Wave Velocity Poisson's (1)
Soil/Rock Description (pcf)
(fps) fps) ratio Soft Adamellite - Partially 0-8 Weathered Rock 138 1300 2048 0.16 Soft Adamellite - Partially 8-18 Weathered Rock 146 1557 3163 0.34 Soft Adamellite - Partially 18-28 Weathered Rock 160 1858 5188 0.43 Soft to Mod Hard Adamellite; 28-38 PWR to Weathered Rock 160 2313 7502 0.45 Moderately Hard Adamellite 38-48
- Rock 168 3760 7335 0.32 Mod Hard to Hard 48-49.5 Adamellite-Rock 169 6111 9302 0.12 49.5-61 Fill Concrete 140(8) 6800M) 61-68 Hard Adamellite - Rock 169 7751 13197 0.24 68-78 Hard Adamellite - Rock 169 8199 13895 0.23 78-86 Hard Adamellite - Rock 169 8564 15755 0.29 86-102 See Note 2 169 8564 15755 0.29 102+
See Note 2 169 9200 17212 0.30 (1) Depth begins at Yard Grade Elevation 593.5 ft (2) Boring was terminated at 86 ft below Yard Elevation. Velocities beyond this depth are extrapolated, not confirmed by tests.
(3) The reactor building has a bottom of mat foundation at Elevation 544 ft (49.5 ft below Yard Grade Elevation); the in-core instrumentation pit has a bottom of mat foundation at Elevation 517 ft (76.5 ft below Yard Grade Elevation).
(4) For Unit 2, visual examination of UFSAR Figure 2-132 Sections A-A and F-F, indicates a typical bottom of fill concrete at about Elevations 525 ft and 541 ft, respectively, for a representative average bottom of fill concrete at Elevation 533 ft beneath the reactor building for Unit 2. This representative average bottom of fill concrete is 61 ft below Yard Grade Elevation at Unit 2.
(5) Materials less than about 49.5 ft depth below Yard Grade Elevation were removed adjacent to the buildings and replaced with Engineered (Group 1) backfill consisting of compacted soil fill or compacted granular fill.
(6) The location of the Safe Shutdown Earthquake control point for this site is not identified at a specific elevation.
The Deepest Structure Foundation Elevation could be Elevation 544 ft or Elevation 517 ft.
(7) The Ground Surface Elevation is at Yard Grade Elevation or 593.5 ft.
(8) The assumed unit weight for the fill concrete is 140 pcf. The estimated shear wave velocity for the fill concrete is 6800 fps. See Appendix B (i.e., Reference 1 of this enclosure) for worksheet showing how Vs was estimated.
E1-4 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 CATAWBA NUCLEAR STATION (CNS)
Table 1C Summary of Geotechnical Profile (Average) for Catawba Nuclear Station Units 1 and 2 Soil/Rock Density Shear Wave Depth Range (1)
Description (pcf)
Velocity (fps) 0-7.5 See Tables 1A 135 1347 7.5-16 and 1B for 139 1475 16-26 Descriptions 143 1698 26-36 149 1973 36-46 158 2994 46-49.5 164 4310 49.5-61.5 140(')
6800"7) 61.5-63 169 5723 63-75 170 6955 75-86 170 7783 86-93 170 8552 93-103 170 8868 103-110 Note 2 170 8868 110+
Note 2 170 9200 (1)
Depth begins at Yard Grade Elevation 593.5 ft (2)
Boring A-61 was terminated at 86 ft below Yard Elevation. Values for 86-93 and 93-103 are from A-63. Boring A-63 was terminated at 103 ft below Yard Grade Elevation. Velocities at depths greater than 103 ft are extrapolated, not confirmed by tests.
(3)
The reactor building has a bottom of mat foundation at Elevation 544 ft (49.5 ft below Yard Grade Elevation);
the in-core instrumentation pit has a bottom of mat foundation at Elevation 517 ft (76.5 ft below Yard Grade Elevation).
(4)
Fill concrete was placed beneath both reactor buildings. The average bottom of fill concrete at Units 1 and 2 is Elevation 531 ft and 533 ft, respectively, for an average representative elevation of fill concrete at Elevation 532 ft; this is 61.5 ft below Yard Elevation.
(5)
The location of the Safe Shutdown Earthquake control point for this site is not identified at a specific elevation.
The Deepest Structure Foundation Elevation could be Elevation 544 ft or Elevation 517 ft.
(6)
The Ground Surface Elevation is at Yard Grade Elevation or 593.5 ft.
(7)
The assumed unit weight for the fill concrete is 140 pcf. The estimated shear wave velocity for the fill concrete is 6800 fps. See Appendix B (i.e., Reference 1of this enclosure) for worksheet showing how Vs was estimated.
E1-5 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 CATAWBA NUCLEAR STATION (CNS)
Vs profiles for Catawba Site Vs (ft/sec) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0
10 20 77,-Profile 1
Profile 2
" 30 Profile 3 40 L
50 60 1____
Figure 1. Vs profiles for Catawba site Note: Profile 1 (Mean Base Case) is generated from the average soil profile in Table 1 C.
E1-6 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 CATAWBA NUCLEAR STATION (CNS)
Table 2 Layer thicknesses, depths, and Vs for 3 profiles, Catawba site Profile 1 Profile 2 Profile 3 Thickness Depth Thickness Depth Thickness Depth (ft) ft Vs(ft/s)
(ft)
(ft)
Vs(ft/s)
(ft)
(ft)
Vs(ft/s) 0 6800 0
5440 0
8500 4.0 4.0 6800 4.0 4.0 5440 4.0 4.0 8500 4.0 8.0 6800 4.0 8.0 5440 4.0 8.0 8500 4.0 12.0 6800 4.0 12.0 5440 4.0 12.0 8500 1.5 13.5 5723 1.5 13.5 4578 1.5 13.5 7153 4.0 17.5 6955 4.0 17.5 5564 4.0 17.5 8693 4.0 21.5 6955 4.0 21.5 5564 4.0 21.5 8693 4.0 25.5 6955 4.0 25.5 5564 4.0 25.5 8693 3.7 29.2 7783 3.7 29.2 6226 3.7 29.2 9285 3.7 32.9 7783 3.7 32.9 6226 3.7 32.9 9285 3.7 36.5 7783 3.7 36.5 6226 3.7 36.5 9285 3.5 40.0 8552 3.5 40.0 6841 3.5 40.0 9285 3.5 43.5 8552 3.5 43.5 6841 3.5 43.5 9285 3.3 46.9 8854 3.3 46.9 7083 3.3 46.9 9285 3.3 50.2 8854 3.3 50.2 7083 3.3 50.2 9285 3.3 53.5 8854 3.3 53.5 7083 3.3 53.5 9285 3.5 57.0 8858 3.5 57.0 7086 3.5 57.0 9285 3.5 60.5 8858 3.5 60.5 7086 3.5 60.5 9285 3280.8 3341.3 9285 3280.8 3341.3 9285 3280.8 3341.3 9285 E1-7
ENCLOSURE 2 DESCRIPTIONS OF SUBSURFACE MATERIALS AND PROPERTIES AND BASE CASE VELOCITY PROFILES FOR MCGUIRE NUCLEAR STATION (MNS), UNIT NOS. I AND 2 DOCKET NOS. 50-369 AND 50-370 RENEWED LICENSE NOS. NPF-9 AND NPF-17 E2-1 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 MCGUIRE NUCLEAR STATION (MNS)
MNS site description The basic information used to create the site geologic profile at the MNS is shown in Table 1.
This profile was developed using information documented in Reference 1 of this enclosure. As indicated in the Table footnotes, the reactor building has bottom of mat foundation at 43.5 feet below yard grade, and site amplifications were calculated at this location. For dynamic properties, modulus and damping curves for rock layers were represented with two models.
The first model used rock curves taken from Reference 2 of this enclosure, the second model assumed linear behavior. These dynamic property models were weighted equally.
The three 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.
References
- 1.
AMEC (2012). Data for Site Amplifications-McGuire Phase 2 EPRI Seismic Attenuation and GMRS Project, McGuire Nuclear Station, Huntersville, NC, AMEC Project No. 6234-12-0031, Letter from S. Kiser and R. Smith to R. Keiser dated July 26, 2012.
- 2.
EPRI (1993). Guidelines for Determining Design Basis Ground Motions, Elec. Power Res. Inst., Palo Alto, CA, Rept. TR-102293, Vol. 1-5.
E2-2 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 MCGUIRE NUCLEAR STATION (MNS)
Table 1 Summary of Geotechnical Profile Data for McGuire Nuclear Station Shear Depth Wave Compressional Range(l)
Density Velocity Wave Velocity Poisson's (ft)
Soil/Rock Description (pcf)
(fps)
(fps) ratio Stiff Sandy Micaceous 0-4 Silt 105 800 1400 0.26 Stiff to Very Stiff Sandy 4-10 Micaceous Silt 105 1220 1900 0.15 Firm to Stiff Micaceous 10-26 Silt 105 1300 2500 0.50 26-31 Very Dense Fine Sand 135 1600 2950 0.50 PWR and Very Soft 31-41 Granite 150 3250 5500 0.23 Very Soft to Moderately Hard Diorite RQD =
41-50 15% to 80%
172 4750 8900 0.30 Hard Diorite RQD =
50-56.5 80%
172 7200 13400 0.30 56.5-64 (2)
See Note 2 172 7200 13400 0.30 64+
See Note 2 172 9200 17212 0.30 (1)
Depth begins at Yard Grade Elevation 760 ft. This is the "Ground Surface Elevation".
(2)
Note: Boring H-70 terminated at Elevation 703.4 ft or 56.5 ft below Yard Grade. Velocities beyond this depth are not confirmed by tests. Vs = 7,200 fps from 56.5 ft - 64 ft is assumed from test at 54.5 ft. Vs = 9,200 fps beginning at 64 ft below Yard Grade is extrapolated from Measurements at 45.5 ft and 54.5 ft below Yard Grade.
(3)
The Reactor Building for Units 1 and 2 have a bottom of mat foundation at Elevation 716.5 ft (43.5 ft below Yard Grade); the in-core instrumentation pit has a bottom of mat foundation at Elevation 688 ft, 5 inches (Elevation 688.4 ft). The bottom of the pit is thus 71.6 ft below the Yard Grade.
(4)
The Safe Shutdown Earthquake control point is not defined as a specific elevation. The "Deepest Structure Foundation Elevation" could thus be Elevation 716.5 ft or Elevation 688.4 ft.
(5)
Materials less than about 43.5 ft depth were removed and replaced with engineered (Group 1) backfill following Reactor Building construction. See Table M-1A (i.e., Reference 1 of this enclosure) for Vs of Group 1 Fill.
E2-3 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 MCGUIRE NUCLEAR STATION (MNS)
Vs profiles for McGuire Site Vs (fvsec) 3 1jo 23 1 3333 M3 SO 53133 33 7.3 J3 333 9333 13333 23
-I -- --
Figure 1
Fgr1.VprflsfrMuire sit E2-4 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 MCGUIRE NUCLEAR STATION (MNS)
Table 2 Layer thicknesses, depths, and Vs for 3 profiles, McGuire site Profile 1 Profile 2 Profile 3 thickness depth Vs Thickness depth Vs Thickness depth Vs (ft)
(ft )
(f/s )
(ft)
(ft)
(ft/s)
(ft)
(ft)
(ft/s) 0 4750 0
3800 0
5937 6.5 6.5 4750 6.5 6.5 3800 6.5 6.5 5937 6.5 13.0 7200 6.5 13.0 5760 6.5 13.0 9000 7.0 20.0 7200 7.0 20.0 5760 7.0 20.0 9000 0.5 20.5 7200 0.5 20.5 5760 0.5 20.5 9000 3280.8 3301.3 9285 3280.8 3301.3 9285 3280.8 3301.3 9285 E2-5
ENCLOSURE 3 DESCRIPTIONS OF SUBSURFACE MATERIALS AND PROPERTIES AND BASE CASE VELOCITY PROFILES FOR OCONEE NUCLEAR STATION (ONS), UNIT NOS. 1, 2, AND 3 DOCKET NOS. 50-269, 50-270, AND 50-287 RENEWED LICENSE NOS. DPR-38, DPR-47, AND DPR-55 E3-1 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 OCONEE NUCLEAR STATION (ONS)
ONS site description-Rev. A (6/25/2013)
The basic information used to create the site geologic profile at the ONS is shown in Table 1A (for ONS Unit 1), Table 1 B (for ONS Unit 2), and Table IC (for ONS Unit 3). These profiles were developed using information documented in Reference 1 of this enclosure. As indicated in the Table footnotes, the reactor building has bottom of mat foundation from 29.5 to 43 feet below yard grade, and site amplifications were calculated at the location of 43 feet below yard grade. For dynamic properties, modulus and damping curves for rock layers were represented with two models. The first model used rock curves taken from Reference 2 of this enclosure, the second model assumed linear behavior. These dynamic property models were weighted equally.
The three 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. Profile 3 assumes hard rock conditions exist up to the bottom of mat foundation. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.
References
- 1.
AMEC (2012). Data for Site Amplifications-Oconee Phase 2 EPRI Seismic Attenuation and GMRS Project, Oconee Nuclear Station, Seneca, SC, AMEC Project No. 6234 0031, Letter from S. Kiser and R. Smith to R. Keiser dated July 26, 2012.
- 2.
EPRI (1993). Guidelines for Determining Design Basis Ground Motions, Elec. Power Res. Inst., Palo Alto, CA, Rept. TR-102293, Vol. 1-5.
E3-2 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 OCONEE NUCLEAR STATION (ONS)
Table 1A Summary of Geotechnical Profile Data for Oconee Nuclear Station Unit 1 Shear Boring No.
Wave (Surface Layer Depth Interval Unit W ight Velocity Elev.)
Moist Saturated From (ft)
To (ft)
(Ib/ft3)
(Ib/ft3)
Vs (ft/sec)
Reinforced Concrete Replaced as Soil Fill 0.0 4.5 113.5 242 Soil Fill, Soft 4.5 9.5 113.5 262 Micaceous Sandy Silt to Clayey Silt (MH) 9.5 16.5 113.5 350 Waste Concrete 16.5 17.7 113.5 395 MS131 B Cnrt (796.95)(1)
Replaced as Soil Fill 17.7 20.0 115 403 Soil Fill, Micaceous Silty Sand (SM) 20.0 26.5 115 418 Disturbed Rock-Granite Gneiss 26.5 28.7 170 2085 Rock-28.7 55 170 8265 Granite 55(6) 110 170 8265 Gneiss 110+()
170 9200(6)
(1)
Depth begins at local Yard Grade Elevation as shown.
(2)
Boring MSB1B is located approximately 19.5 ft north-northeast of the northern edge of the reactor building for Unit 1 as shown on Figure 0-1 (i.e., Reference 1 of this enclosure). The shear wave velocity values for rock are based on the p-s logging results at boring MSB1A projected to the location of boring MSB1 B. The soil fill was not present at Boring MSB1A. The values for the soil fill at boring MSB1B are estimated.
(3)
The reactor building has a bottom of mat foundation at Elevation 766.5 ft (29.5 ft to 43 ft below nominal Yard Grade Elevation 796 ft).
(4)
"Deepest Structure Foundation Elevation" could be Elevation 753 ft or 766.5 ft; these are 43 ft or 29.5 ft below the nominal Yard Grade Elevation 796 ft.
(5)
No fill concrete below this reactor building is indicated in the Updated Final Safety Analysis Report (UFSAR).
(6)
No shear wave velocities are measured beyond this depth at Boring MSB1A. Velocities beyond this depth are assumed. The depth to rock with Vs = 9,200 ft/sec is assumed based on information at other sites as described in the text.
E3-3 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 OCONEE NUCLEAR STATION (ONS)
Table 1B Summary of Geotechnical Profile Data for Oconee Nuclear Station Unit 2 Shear Boring No.
Wave (Surface Layer Depth Interval Unit Weiht Velocity Elev.)
Moist Saturated From (ft)
To (ft)
(Ib/ft3)
(Ilb/ft3)
Vs (ftdsec)
Granular Fill-0.0 5.0 126 387 poorly 5.0 8.5 126 496 graded 8.5 15.0 126 569 gravel (GP) fine to 15.0 20.0 126 629
- coarse, 20.0 25.0 126 670 MSB2A subangular 25.0 27.8 126 697 (795"89)(1)
Disturbed 27.8 29.5 160.0 1606 Rock-Granite 160 1606 Gneiss 29.5(5) 34.6 (170)(5)
(8265)(5)
Rock-34.6 55 170 8265 Granite 55(6)
L_
110 170 8265 Gneiss 110+16) 170 9200 (1)
Depth begins at local Yard Grade Elevation as shown.
(2)
Boring MSB2A is located approximately 23.5 ft south-southeast of the southern edge of the reactor building for Unit 2 as shown on Figure 0-1 (i.e., Reference 1 of this enclosure). The shear wave velocity values for rock are based on the p-s logging results at boring MSB1A projected to the location of boring MSB2A. The granular fill was not present at Boring MSB1A. The values for the granular fill at boring MSB2A are estimated from literature relationships. (a)No tests for in-place velocity of the granular fill are available.
(a)
Seed, H.B., Wong, R.T., Idriss, I.M., and Tokimatsu, K., 1986. "Moduli and damping factors for dynamic analyses of cohesionless soils," Journal of Geotechnical Engineering, ASCE, Vol.
112, No. 11, pp. 1016-1032.
(3)
The reactor building has a bottom of mat foundation at Elevation 766.5ft (29.5 ft to 43 ft below nominal Yard Grade Elevation 796 ft).
(4)
"Deepest Structure Foundation Elevation" could be Elevation 753 ft or 766.5 ft; these are 43 ft or 29.5 ft below the nominal Yard Grade Elevation 796 ft.
(5)
Boring MSB2A of the Main Steam Isolation Valve (MSIV) Project encountered disturbed rock from 27.8 ft to 34.6 ft. Boring MSB2A is located approximately 23.5 ft south-southwest of the southern edge of the reactor building. At its south edge, the bottom of the reactor building's mat foundation is 43 ft below Yard Grade Elevation. No fill concrete below this reactor building is indicated in the UFSAR. It is reasonable to assume the rock beneath the reactor building mat is not disturbed.
(6)
No shear wave velocities are measured beyond this depth at Boring MSB1A. Velocities beyond this depth are assumed. The depth to rock with Vs = 9,200 ft/sec is assumed based on information at other sites as described in this text.
E3-4 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 OCONEE NUCLEAR STATION (ONS)
Table 1C Summary of Geotechnical Profile Data for Oconee Nuclear Station Unit 3 Shear Boring No.
Wave (Surface Layer Depth Interval Unit Weight Velocity Elev.)
Moist Saturated From (ft)
To (ft)
(Ib/ft3)
(Ib/ft3)
Vs (ft/sec)
Granular 0.0 5.0 126 387 Fill (GP) 5.0 8.0 126 491 Soil Fill, 8.0 13.5 117.5 483 Silty Sand 13.5 18.5 117.5 538 (SM) with 18.5 23.5 117.5 586 gravel 23.5 28.5 126.5 713 MSB3A Residual (796.23)(1)
Soil (SM) 28.5 29.5 145 1234
- 145, 1583 PWR 29.5 31.0 (170)(5)
(8277)(5)
(Rock) (
- 145, 2727 31.0 33.7 (170)(5)
(8277)(5)
Rock-33.7 79 170 8277 Granite 79 (6) 110 170 8277 Gneiss 110+16) 170 9200 (1)
Depth begins at local Yard Grade Elevation as shown.
(2)
Boring MSB3A is located approximately 28 ft south-southeast of the southern edge of the reactor building for Unit 3 as shown on Figure 0-1 (i.e., Reference 1 of this enclosure). The shear wave velocity values for soil and rock are based on the p-s logging results at boring MSB3B projected to the location of boring MSB3A.
The values for the granular fill at MSB3A are calculated from literature relationships;(a)no tests for in-place velocity of the granular fill are available.
(a)
Seed, H.B., Wong, R.T., Idriss, I.M., and Tokimatsu, K., 1986. "Moduli and damping factors for dynamic analyses of cohesionless soils," Journal of Geotechnical Engineering, ASCE, Vol.
112, No. 11, pp. 1016-1032.
(3)
The reactor building has a bottom of mat foundation at Elevations 766.5ft (29.5 ft to 43 ft below Yard Grade Elevation).
(4)
"Deepest Structure Foundation Elevation" could be Elevation 753 ft or 766.5 ft; these are 43 ft or 29.5 ft below the nominal Yard Grade Elevation 796 ft.
(5)
Boring MSB3A of the MSIV project encountered partially weathered rock (PWR) from 29.5 ft to 33.7 ft, Boring MSB3A is located approximately 28 ft south-southeast of the southem edge of the reactor building. At its south edge, the bottom of the reactor building's mat foundation is 43 ft below Yard Grade Elevation. No fill concrete below the reactor building is indicated in the UFSAR. It is thus reasonable to assume that rock exists at the bottom of the reactor building mat.
(6)
No shear wave velocities are measured beyond this depth at Boring MSB3B. Velocities beyond this depth are assumed. The depth to rock with Vs = 9,200 ft/sec is assumed based on information at other sites as described in the text.
E3-5 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 OCONEE NUCLEAR STATION (ONS) 9 0
10 20 30 40 50 60 70 Vs profiles for Oconee Site Vs (ft/sec) 0 1000 2000 3000 4000 5000 6000 7000 8000
- 1
--- 11 9000 10000
-Profile 1
Profile 2 Profile 3 Figure 1. Vs profiles for Oconee site E3-6 RESPONSE REGARDING THE SEISMIC ASPECTS OF RECOMMENDATION 2.1 OCONEE NUCLEAR STATION (ONS)
Table 2 Layer thicknesses, depths, and Vs for 3 profiles, Oconee site Profile 1 Profile 2 Profile 3 Thickness Vs Thickness Vs Thickness Depth Vs (ft)
I depth (ft)
(ft/s)
(ft) depth (ft)
(f/s)
(ft)
I (ft)
I (ft/s) 0 8265 0
6612 1
019285 10.0 10.0 8265 10.0 10.0 6612 10.0 20.0 8265 10.0 20.0 6612 10.0 30.0 8265 10.0 30.0 6612 10.0 40.0 8265 10.0 40.0 6612 10.0 50.0 8265 10.0 50.0 6612 8.5 58.5 8265 8.5 58.5 6612 8.5 67.0 8265 8.5 67.0 6612 3280.8 3347.8 9285 3280.8 3347.8 9285 E3-7