LR-N13-0206, Response to NRC Request for Information Pursuant to 10 CFR 50.54(f). Seismic Aspects of Recommendation 2.1 of Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident.
| ML13254A166 | |
| Person / Time | |
|---|---|
| Site: | Hope Creek  |
| Issue date: | 09/10/2013 |
| From: | Davison P Public Service Enterprise Group |
| To: | Document Control Desk, Office of Nuclear Reactor Regulation |
| References | |
| LR-N13-0206 | |
| Download: ML13254A166 (11) | |
Text
SEP 102013 LR-N 13-0206 PSEG Nuclear LLC P.O. Box 236, Hancocks Bridge, NJ 08038-0236 10 CFR 50.54(f)
U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, DC 20555-0001
Subject:
Hope Creek Generating Station Renewed Facility Operating License No. NPF-57 NRC Docket No. 50-354 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 -
Base Case Velocity Profiles With Supporting Subsurface Materials and Properties
References:
- 1.
U.S. Nuclear Regulatory Commission (NRC) letter, "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," dated March 12, 2012
- 2.
- 3.
- 4.
- 5.
NRC Letter, "Endorsement of Electric Power Research Institute Final Draft Report 1025287, 'Seismic Evaluation Guidance,'" dated February 15, 2013 Electric Power Research Institute (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,"dated November2012 Nuclear Energy Institute (NEI) letter to NRC, "Proposed Path Forward for NTTF Recommendation 2.1: Seismic Reevaluations,"
dated April 9, 2013 NRC Letter, "Electric Power Research Institute Final Draft Report XXXXXX, '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
LR-N 13-0206 Page 2 10 CFR 50.54(f)
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 add ressee 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, the NRC issued Reference 2, endorsing the Reference 3 industry guidance for responding to Reference 1. Section 4 of Reference 3 identifies the detailed information to be included in the seismic hazard evaluation submittals.
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) 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 3a and 3b in Section 4 of Reference 3) be submitted to the NRC by September 12, 2013, with the remaining seismic hazard and screening information submitted to the NRC by March 31, 2014. In Reference 5, the NRC agreed with this recommendation. contains the requested descriptions of subsurface materials and properties and base case velocity profiles for the Hope Creek Generating Station. The information provided in Enclosure 1 is an interim product of seismic hazard evaluation efforts being performed for the industry by EPRI. In accordance with Reference 5, PSEG will submit complete and final seismic hazard information for the Hope Creek Generating Station by March 31,2014.
I There are no regulatory commitments contained in this letter. If you have any questions or require additional information, please do not hesitate to contact Mrs. Emily Bauer at 856-339-1023.
I declare under penalty of perjury that the foregoing is true and correct.
Executed on __
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(Date)
Sincerely,
~ol ~.\\)~
Paul J. Davison Site Vice President Hope Creek Generating Station
SEP 102013 LR-N 13-0206 Page 3 10 CFR SO.S4(f) - Base Case Velocity Profiles With Supporting Subsurface Materials and Properties for the Hope Creek Generating Station cc:
Mr. W. Dean, Administrator, Region I, NRC Mr. J. Hughey, Project Manager, NRC NRC Senior Resident Inspector, Hope Creek Mr. P. Mulligan, Manager IV, NJBNE Hope Creek Commitment Tracking Coordinator PSEG Commitment Coordinator - Corporate
SEP 102013 LR-N13-0206 Base Case Velocity Profiles With Supporting Subsurface Materials and Properties for the Hope Creek Generating Station Hope Creek Site Description The basic information used to create the site geologic profile at the Hope Creek Generating Station (HCGS) is shown in Table 1. The Safe Shutdown Earthquake (SSE) Control Point is at the bottom of the base mat. The site geologic profile was modeled from the seismic basement (Layer 13 in Table 1) up to the control point, including the effect of approximately nine feet of Class I backfill above the Vincentown formation.
For dynamic properties of soft rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 1, and the second model assumed linear behavior. These dynamic property models were weighted equally.
For dynamic properties of sand and clay layers, modulus and damping curves were also represented with two models. The first model used soil curves taken from Reference 1, and the second model used soil curves taken from Reference 2 and Reference 3. These dynamic property models were weighted equally.
To model the site geologic profile, rock modulus and damping curves from Reference 1 were paired with soil modulus and damping curves from Reference 1, and linear rock modulus and damping curves were paired with soil modulus and damping curves from Reference 2 and Reference 3.
The three base case shear-wave velocity (Vs) profiles used to model amplification at the site are shown in Figure 1. In accordance with Reference 4 Table 8-1, Profile 1 (the mean base case),
Profile 2 (lower-range), and Profile 3 (upper-range) are weighted 0.4, 0.3, and 0.3, respectively.
Thicknesses, depths, and shear-wave velocities corresponding to each profile are shown in Table 2.
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References
- 1. EPRI (1993). "Guidelines for Determining Design Basis Ground Motions," Electric Power Research Institute, Palo Alto, CA, Report TR-1 02293, Vol. 1-5.
- 2. 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.
- 3. Walling, 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.
- 4. EPRI (2012). 'Seismic Evaluation Guidance: Screening, Prioritization and Implementation Details (SPID) for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1:
Seismic," Electric Power Research Institute, Palo Alto, CA, Report 1025287.
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Table 1 - Summary of Site Geotechnical Profile for Hope Creek Generating Station(a)
Layer ID Depth Soil/Rock Description Unit Shear Compressional Poisson's number and Range Weight Wave Wave Velocity ratio(d)
Formation (feet)(b)
(pcf)
Velocity (fpS)(d)
(Vs),
(fps)(C)
Hydraulic fill, alluvium and Tertiary sands (this layer is included for completeness only; it is not present 100-0 0-71 below safety-related 500 structures). Class I backfill 137 is placed above 71' up to base of containment building mats.
71 Bearing surface at 71' depth 1 Vincentown Tertiary dense sands and Hornerstown 71-163 Cretaceous dense silty 121 2250 Navesink and clayey sands 2
163-Cretaceous 131 3920 Mt Laurel 181 dense sand 3
181-Cretaceous 131 2490 Mt Laurel 203 dense sand 4
203-Cretaceous 131 3020 Mt Laurel 237 dense sand 5
Cretaceous sandy clay Mt Laurel 237-and silty sand, very stiff to 128 2490 Wenonah 299 hard/dense Marshaltown 6
Cretaceous sandy clay Marshaltown 299-and clayey sand, very stiff 125 1710 Englishtown 383 to hard Woodbury 7
383-Cretaceous silt Woodbury 409 and clay, hard 130 2290 Merchantville 8
409-Cretaceous clay Merchantville 434 and silt, hard 130 1780 Magothy 9
434-Cretaceous sand with clay Magothy 516 and silt, dense 130 2490 Potomac 10 516-Cretaceous Potomac 135 2200 6200 0.42 Potomac 881 Formation, Upper Zone 11 881-Cretaceous Potomac 135 2630 6200 0.42 Potomac 1311 Formation, Middle Zone 12 1311-Cretaceous Potomac 135 3060 6200 0.42 Potomac 1761 Formation, Lower Zone 13 1761 Seismic Basement, 150 11,000 20,450 0.30 Potomac Crystalline Schist 3 of 8
Table Notes:
(a) Information in this table is generally from PSEG Early Site Permit Application (ESPA) Site Safety Analysis Report (SSAR) Table 2.S.2-17, Figure 2.S.4.7-8(a), and Figure 2.S.4.7-8(b). This table is not a safety-related document.
(b) Depths are from ground surface (approximate elevation 11 ft, North American Vertical Datum (NAVD),
1988 datum).
(c) Values are from PSEG ESPA SSAR information. Values for layers 0 through 9 are from PSEG suspension logging (depth of logging).
(d) Values for layers 0 through 9 are not presented here because the shear wave velocities are based on direct measurements. Values for layers 10 through 13 are based on PSEG ESPA SSAR information.
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Table 2 - Layer Thicknesses, Depths, and Vs for the Three Velocity Profiles, Hope Creek 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)
(Note a)
(Note a)
(Note a) 0 927 0
742 0
1159 4.5 4.5 927 4.5 4.5 742 4.5 4.5 1159 4.5 9.0 927 4.5 9.0 742 4.5 9.0 1159 6.0 15.0 2250 6.0 15.0 1800 6.0 15.0 2812 5.0 20.0 2250 5.0 20.0 1800 5.0 20.0 2812 15.0 35.0 2250 15.0 35.0 1800 15.0 35.0 2812 10.0 45.0 2250 10.0 45.0 1800 10.0 45.0 2812 5.0 50.0 2250 5.0 50.0 1800 5.0 50.0 2812 15.0 65.0 2250 15.0 65.0 1800 15.0 65.0 2812 10.0 75.0 2250 10.0 75.0 1800 10.0 75.0 2812 10.0 85.0 2250 10.0 85.0 1800 10.0 85.0 2812 10.0 95.0 2250 10.0 95.0 1800 10.0 95.0 2812 6.0 101.0 2250 6.0 101.0 1800 6.0 101.0 2812 4.0 105.0 3920 4.0 105.0 3136 4.0 105.0 4900 7.0 112.0 3920 7.0 112.0 3136 7.0 112.0 4900 7.0 119.0 3920 7.0 119.0 3136 7.0 119.0 4900 10.0 129.0 2490 10.0 129.0 1992 10.0 129.0 3112 10.0 139.0 2490 10.0 139.0 1992 10.0 139.0 3112 2.0 141.0 2490 2.0 141.0 1992 2.0 141.0 3112 11.3 152.3 3020 11.3 152.3 2416 11.3 152.3 3775 11.3 163.6 3020 11.3 163.6 2416 11.3 163.6 3775 11.3 175.0 3020 11.3 175.0 2416 11.3 175.0 3775 10.0 185.0 2490 10.0 185.0 1992 10.0 185.0 3112 10.0 195.0 2490 10.0 195.0 1992 10.0 195.0 3112 10.0 205.0 2490 10.0 205.0 1992 10.0 205.0 3112 10.0 215.0 2490 10.0 215.0 1992 10.0 215.0 3112 10.0 225.0 2490 10.0 225.0 1992 10.0 225.0 3112 10.0 235.0 2490 10.0 235.0 1992 10.0 235.0 3112 2.0 237.0 2490 2.0 237.0 1992 2.0 237.0 3112 7.3 244.3 1710 7.3 244.3 1368 7.3 244.3 2137 7.3 251.6 1710 7.3 251.6 1368 7.3 251.6 2137 7.3 259.0 1710 7.3 259.0 1368 7.3 259.0 2137 7.7 266.7 1710 7.7 266.7 1368 7.7 266.7 2137 7.7 274.5 1710 7.7 274.5 1368 7.7 274.5 2137 7.7 282.2 1710 7.7 282.2 1368 7.7 282.2 2137 7.7 290.0 1710 7.7 290.0 1368 7.7 290.0 2137 7.7 297.7 1710 7.7 297.7 1368 7.7 297.7 2137 7.7 305.5 1710 7.7 305.5 1368 7.7 305.5 2137 5 of 8
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)
(Note a)
(Note a)
(Note a) 7.7 313.2 1710 7.7 313.2 1368 7.7 313.2 2137 7.7 321.0 1710 7.7 321.0 1368 7.7 321.0 2137 8.7 329.6 2290 8.7 329.6 1832 8.7 329.6 2862 8.7 338.3 2290 8.7 338.3 1832 8.7 338.3 2862 8.7 347.0 2290 8.7 347.0 1832 8.7 347.0 2862 8.3 355.3 1780 8.3 355.3 1424 8.3 355.3 2225 8.3 363.6 1780 8.3 363.6 1424 8.3 363.6 2225 8.3 372.0 1780 8.3 372.0 1424 8.3 372.0 2225 11.7 383.7 2490 11.7 383.7 1992 11.7 383.7 3112 11.7 395.4 2490 11.7 395.4 1992 11.7 395.4 3112 11.7 407.1 2490 11.7 407.1 1992 11.7 407.1 3112 11.7 418.8 2490 11.7 418.8 1992 11.7 418.8 3112 11.7 430.5 2490 11.7 430.5 1992 11.7 430.5 3112 11.7 442.2 2490 11.7 442.2 1992 11.7 442.2 3112 11.7 454.0 2490 11.7 454.0 1992 11.7 454.0 3112 10.3 464.3 2200 10.3 464.3 1408 10.3 464.3 3454 10.3 474.6 2200 10.3 474.6 1408 10.3 474.6 3454 10.3 484.9 2200 10.3 484.9 1408 10.3 484.9 3454 15.0 500.0 2200 15.0 500.0 1408 15.0 500.0 3454 40.0 539.9 2200 40.0 539.9 1408 40.0 539.9 3454 31.0 570.9 2200 31.0 570.9 1408 31.0 570.9 3454 31.0 601.9 2200 31.0 601.9 1408 31.0 601.9 3454 31.0 632.9 2200 31.0 632.9 1408 31.0 632.9 3454 31.0 663.9 2200 31.0 663.9 1408 31.0 663.9 3454 31.0 694.9 2200 31.0 694.9 1408 31.0 694.9 3454 31.0 725.9 2200 31.0 725.9 1408 31.0 725.9 3454 31.0 756.9 2200 31.0 756.9 1408 31.0 756.9 3454 31.0 787.9 2200 31.0 787.9 1408 31.0 787.9 3454 31.0 818.9 2200 31.0 818.9 1408 31.0 818.9 3454 43.0 861.9 2630 43.0 861.9 1683 43.0 861.9 4129 43.0 904.9 2630 43.0 904.9 1683 43.0 904.9 4129 43.0 947.9 2630 43.0 947.9 1683 43.0 947.9 4129 43.0 990.9 2630 43.0 990.9 1683 43.0 990.9 4129 43.0 1033.9 2630 43.0 1033.9 1683 43.0 1033.9 4129 43.0 1076.9 2630 43.0 1076.9 1683 43.0 1076.9 4129 43.0 1119.9 2630 43.0 1119.9 1683 43.0 1119.9 4129 43.0 1162.9 2630 43.0 1162.9 1683 43.0 1162.9 4129 43.0 1205.9 2630 43.0 1205.9 1683 43.0 1205.9 4129 43.0 1248.9 2630 43.0 1248.9 1683 43.0 1248.9 4129 45.0 1293.9 3060 45.0 1293.9 1958 45.0 1293.9 4804 6 of 8
Profile 1 Profile 2 Profile 3 th ickness( ft) depth (ft)
Vs(ft/s) thickness(ft) depth (ft)
Vs(ft/s) thickness(ft) depth (ft)
Vs(ft/s)
(Note a)
(Note a)
(Note a) 45.0 1338.9 3060 45.0 1338.9 1958 45.0 1338.9 4804 45.0 1383.9 3060 45.0 1383.9 1958 45.0 1383.9 4804 45.0 1428.9 3060 45.0 1428.9 1958 45.0 1428.9 4804 45.0 1473.9 3060 45.0 1473.9 1958 45.0 1473.9 4804 45.0 1518.9 3060 45.0 1518.9 1958 45.0 1518.9 4804 45.0 1563.9 3060 45.0 1563.9 1958 45.0 1563.9 4804 45.0 1608.9 3060 45.0 1608.9 1958 45.0 1608.9 4804 45.0 1653.9 3060 45.0 1653.9 1958 45.0 1653.9 4804 45.0 1698.9 3060 45.0 1698.9 1958 45.0 1698.9 4804 3280.8 4979.7 9285 3280.8 4979.7 9285 3280.8 4979.7 9285 Table Note:
(a) Depth in this table is measured from the control point, which is at the bottom of the base mat.
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Vs profiles for Hope Creek Site Vs (ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0
200
~~
I I I
400 600 Profile 1 g
800 Profile 2
-£ 1000 Q,
Profile 3 QI c 1200 1400 1600 1800 2000 Figure 1 - Vs Profiles for Hope Creek Site 8 of 8