ML15243A502: Difference between revisions
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| issue date = 09/10/2015 | | issue date = 09/10/2015 | ||
| title = Interim Letter Tables 1 and 2 | | title = Interim Letter Tables 1 and 2 | ||
| author name = Quinn-Willingham L | | author name = Quinn-Willingham L | ||
| author affiliation = NRC/NRO/DSEA/RHMB | | author affiliation = NRC/NRO/DSEA/RHMB | ||
| addressee name = | | addressee name = | ||
| Line 9: | Line 9: | ||
| docket = 05000354 | | docket = 05000354 | ||
| license number = | | license number = | ||
| contact person = Quinn-Willingham L | | contact person = Quinn-Willingham L | ||
| package number = ML15238B660 | | package number = ML15238B660 | ||
| document type = Graphics incl Charts and Tables | | document type = Graphics incl Charts and Tables | ||
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=Text= | =Text= | ||
{{#Wiki_filter:Hope Creek, Unit | {{#Wiki_filter:Hope Creek, Unit 1 Table 1. Current Design Basis Flood Hazards for Use in the MSA Mechanism Stillwater Waves/ Design Basis Reference Elevation Runup Hazard Elevation Local Intense Precipitation 12.1 ft Minimal 12.1 ft FHRR Table 3-1 NAVD88 NAVD88 Streams and Rivers Powerblock/Service Water Intake 7.5 ft 12.5 ft 20.0 ft FHRR Section 1.2.2 Structure NAVD88 NAVD88 Failure of Dams and Onsite Water Control/Storage Structures Multiple Failures of Connonsville, 12.7 ft 12.8 ft 25.5 ft FHRR Section 1.2.3 Pepacton and Tocks Island Dams NAVD88 NAVD88 Storm Surge Powerblock A 24.0 ft 6.2 ft 30.2 ft FHRR Table 3-1 NAVD88 NAVD88 Powerblock B 24.0 ft 10.6 ft 34.6 ft FHRR Section 1.2.4 NAVD88 NAVD88 Service Water Intake Structure 24.0 ft 20.6 ft 44.6 ft FHRR Section 1.2.4 NAVD88 NAVD88 Seiche No Impact No Impact No Impact FHRR Section 1.2.5 on the Site on the Site on the Site Identified Identified Identified Tsunami 5.2 ft 12.1 ft 17.3 ft FHRR Section 1.2.6 NAVD88 NAVD88 Ice-Induced Flooding No Impact No Impact No Impact FHRR Section 1.2.7 on the Site on the Site on the Site Identified Identified Identified | ||
Hope Creek, Unit 1 Table 1. Current Design Basis Flood Hazards for Use in the MSA Mechanism Stillwater Waves/ Design Basis Reference Elevation Runup Hazard Elevation Channel Migrations/Diversions No Impact No Impact No Impact FHRR Section 1.2.8 on the Site on the Site on the Site Identified Identified Identified Note 1: Reported values are rounded to the nearest one-tenth of a foot. | |||
Note 2: Based on the NRC staffs independent (deterministic) hazard assessment using present-day regulatory guidance and methodologies of storm surge, the staff concludes that the sites current design basis remains bounded. For this reason, the staff concludes it is appropriate to utilize the current design basis storm surge elevation in conjunction with the mitigating strategies assessment. | |||
Hope Creek, Unit 1 Table 2. Reevaluated Flood Hazards for Flood-Causing Mechanisms for Use in the MSA Mechanism Stillwater Waves/ Reevaluated Reference Elevation Runup Hazard Elevation Local Intense Precipitation 12.8 ft Minimal 12.8 ft FHRR Section 3.1 NAVD88 NAVD88 Note 1: The licensee is expected to develop flood event duration parameters and applicable flood associated effects to conduct the MSA. The staff will evaluate the flood event duration parameters (including warning time and period of inundation) and flood associated effects during its review of the MSA. | |||
Note 2: Reevaluated hazard mechanisms bounded by the current design basis (see Table 1) are not included in this table. | |||
Note 3: Reported values are rounded to the nearest one-tenth of a foot.}} | |||
Latest revision as of 08:09, 31 October 2019
| ML15243A502 | |
| Person / Time | |
|---|---|
| Site: | Hope Creek  |
| Issue date: | 09/10/2015 |
| From: | Quinn-Willingham L NRC/NRO/DSEA/RHMB |
| To: | |
| Quinn-Willingham L | |
| Shared Package | |
| ML15238B660 | List: |
| References | |
| Download: ML15243A502 (3) | |
Text
Hope Creek, Unit 1 Table 1. Current Design Basis Flood Hazards for Use in the MSA Mechanism Stillwater Waves/ Design Basis Reference Elevation Runup Hazard Elevation Local Intense Precipitation 12.1 ft Minimal 12.1 ft FHRR Table 3-1 NAVD88 NAVD88 Streams and Rivers Powerblock/Service Water Intake 7.5 ft 12.5 ft 20.0 ft FHRR Section 1.2.2 Structure NAVD88 NAVD88 Failure of Dams and Onsite Water Control/Storage Structures Multiple Failures of Connonsville, 12.7 ft 12.8 ft 25.5 ft FHRR Section 1.2.3 Pepacton and Tocks Island Dams NAVD88 NAVD88 Storm Surge Powerblock A 24.0 ft 6.2 ft 30.2 ft FHRR Table 3-1 NAVD88 NAVD88 Powerblock B 24.0 ft 10.6 ft 34.6 ft FHRR Section 1.2.4 NAVD88 NAVD88 Service Water Intake Structure 24.0 ft 20.6 ft 44.6 ft FHRR Section 1.2.4 NAVD88 NAVD88 Seiche No Impact No Impact No Impact FHRR Section 1.2.5 on the Site on the Site on the Site Identified Identified Identified Tsunami 5.2 ft 12.1 ft 17.3 ft FHRR Section 1.2.6 NAVD88 NAVD88 Ice-Induced Flooding No Impact No Impact No Impact FHRR Section 1.2.7 on the Site on the Site on the Site Identified Identified Identified
Hope Creek, Unit 1 Table 1. Current Design Basis Flood Hazards for Use in the MSA Mechanism Stillwater Waves/ Design Basis Reference Elevation Runup Hazard Elevation Channel Migrations/Diversions No Impact No Impact No Impact FHRR Section 1.2.8 on the Site on the Site on the Site Identified Identified Identified Note 1: Reported values are rounded to the nearest one-tenth of a foot.
Note 2: Based on the NRC staffs independent (deterministic) hazard assessment using present-day regulatory guidance and methodologies of storm surge, the staff concludes that the sites current design basis remains bounded. For this reason, the staff concludes it is appropriate to utilize the current design basis storm surge elevation in conjunction with the mitigating strategies assessment.
Hope Creek, Unit 1 Table 2. Reevaluated Flood Hazards for Flood-Causing Mechanisms for Use in the MSA Mechanism Stillwater Waves/ Reevaluated Reference Elevation Runup Hazard Elevation Local Intense Precipitation 12.8 ft Minimal 12.8 ft FHRR Section 3.1 NAVD88 NAVD88 Note 1: The licensee is expected to develop flood event duration parameters and applicable flood associated effects to conduct the MSA. The staff will evaluate the flood event duration parameters (including warning time and period of inundation) and flood associated effects during its review of the MSA.
Note 2: Reevaluated hazard mechanisms bounded by the current design basis (see Table 1) are not included in this table.
Note 3: Reported values are rounded to the nearest one-tenth of a foot.