View source for RA-16-017, Supplemental Response to Nrg Audit Review Request for Additional Information Regarding Fukushima Lessons Learned - Flood Hazard Reevaluation Report

{{Adams
| number = ML16120A015
| issue date = 04/15/2016
| title = Supplemental Response to Nrg Audit Review Request for Additional Information Regarding Fukushima Lessons Learned - Flood Hazard Reevaluation Report
| author name = Barstow J
| author affiliation = Exelon Generation Co, LLC
| addressee name = 
| addressee affiliation = NRC/Document Control Desk, NRC/NRR
| docket = 05000219
| license number = DPR-016
| contact person = 
| case reference number = RA-16-017, RS-16-051
| document type = Letter type:RA, Response to Request for Additional Information (RAI)
| page count = 22
}}

=Text=
{{#Wiki_filter:011 J' Exelon Generation 
;Si ifdJJP RS-16-051 RA-16-017 April 15, 2016 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, DC 20555-0001 r Oyster Creek Nuclear Generating Station Renewed Facility Operating License No.
NRG Docket No. 50-219 1 O CFR 50.54(f) 

==Subject:==
Supplemental Response to NRG Audit Review Request for Additional Information Regarding Fukushima Lessons Learned -Flood Hazard Reevaluation Report 

==References:==
: 1. Exelon Generation Company, LLC Letter to USN RC, Flood Hazard Reevaluation Report Pursuant to 1 O CFR 50.54(f) Regarding the Fukushima Near;. Term T1;1.sk Force Recommendation 2.1: Flooding, dated March 12, 2015 (RS-15-063) 
: 2. NRG Letter, Request for Information Pursuant to Title 1 O 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 3. NRG Email from T. Govan to D. Distel, Oyster Creek FL0-2D Follow-up Questions, dated December 11, 2015 In Reference 1, Exelon Generation Company, LLC (EGG) provided the Flooding Hazard Reevaluation Report (FHRR) for the Oyster Creek Nuclear Generating Station in response to the March 12, 2012 Request for Information Enclosure 2, Recommendation 2.1, Flooding, Required Response 2, (Reference 2). The NRG conducted an audit/webinar review of the Oyster Creek j Nuclear Generating Station FHRR on August 18, 2015. In support of the FHRR audit, the NRG provided audit information needs items. The information provided by EGG to address the audit information needs items was subsequently reviewed by the NRG during the audit. An additional Oyster Creek FHRR audit review call was conducted on January 14, 2016 to discuss the EGG responses to the NRG clarification questions provided in Reference 
: 3. EGC's responses to the NRG clarification questions resulted in a revision to the Local Intense Precipitation (LIP) Report (Enclosure 
: 1) and updated LIP model input and output electronic files (Enclosure 2).
U.S. Nuclear Regulatory Commission Supplemental Response to NRG Audit Review Request for Additional Information (Flooding Hazard Reevaluation Report) April 15, 2016 Page 2 EGC's responses to the NRG clarification questions resulted in identification of a need for an additional layer of sandbags at Door 9 to improve margin. Sandbags at Door 9 were initially identified as an Interim Action in Enclosure 4 of Reference 
: 1.
* EGC's responses to the NRG clarification questions also resulted in the addition of a door previously excluded from the results summary tables in the LIP Report. Door 14 was added to Tables 4 and 5, and Figure 4 of the LIP Report (Enclosure 1), and has a threshold elevation of 23.50 ft MSL and a peak reevaluated LIP elevation of 24.38 ft MSL. Similar to Door 9, sandbags will be staged at the entrance of Door 14 as a temporary LIP barrier. The additional protection measures at Door 14 have been added as a regulatory commitment in Enclosure 
: 3. The results of the updated evaluation have been reviewed and the temporary LIP barriers will adequately protect the plant from the slightly increased water level at Reactor Building Door 9 and Door 14. A list of regulatory commitments contained in this letter is provided in Enclosure 
: 3. If you have any questions regarding this report, please contact Ron Gaston at (630) 657-3359.
I declare under penalty of perjury that the foregoing is true and correct. Executed on the 15 1 h day of April 2016. Respectfully submitted, James Barstow Director -Licensing 
& Regulatory Affairs Exelon Generation Company, LLC 

==Enclosures:==
: 1. Oyster Creek Nuclear Generating Station -Local Intense Precipitation Evaluation Report, Revision 8 2. DVD labeled: Oyster Creek Nuclear Generating Station, Calculation LIP-OYS-001, Rev. 7, Local Intense Precipitation FL0-2D Model, RCN:LIP-310.7, Input and Output Files, April 5, 2016 Document Components:
LIP-OYS-001 Rev.7 02_FL0-2D Model 3. Summary of Regulatory Commitments U.S. Nuclear Regulatory Commission Supplemental Response to NRG Audit Review Request for Additional Information (Flooding Hazard Reevaluation Report) April 15, 2016
* Page 3 cc: NRG Regional Administrator 
-Region I NRG Project Manager, NRR -Oyster Creek Nuclear Generating Station NRG Senior Resident Inspector 
-Oyster Creek Nuclear Generating Station Ms. Tekia Govan, NRR/JLD/PPSD/HMB, NRG Manager, Bureau of Nuclear Engineering 
-New Jersey Department of Environmental Protection (w/o Enclosure 
: 2) Mayor of Lacey Township, Forked River, NJ (w/o Enclosure 
: 2)
Enclosure 1 Oyster Creek Nuclear Generating Station Local Intense Precipitation Evaluation Report Revision 8 (16 pages)
LOCAL INTENSE PRECllPllTATllON . EVA1LllJ.A\TllON lREJP>OIR'1rJJ Rev. 8 for the OYSTER CJIUEEK NUCLEAR GENERATHNG S'fA'II'ION Route 9 South, JPO JBox 388, JForked River, NJ 08731 a r1 Exelon Generation Company, UC (Exelon) P.O. Box 805387 Chicago, llllnols 60680*5387 Prepared by: AMEC Environment 
& Infrastructure, Inc. 751 Arbor Way, Suite 180, Blue Bell, PA 19422 Revision 8 submtttal Date: March 25, 2016 -----frlnWd-Nam@
Aft ill a tio n AMEC AMEC AMEC Originator:
Verifier:
James Barbls Ben Zoeller Approver:
Jeffrey Mann Lead Responsible Engineer:
Valmlcky Samlal Branch Manager rJ._ Senior Manager J Design EnglneerJng:
Howle Ray -----Corporate Acceptance:
Joseph V. Bellini Exelon Exelon -----Exelon Exelon 4 5 i6 RCN: LIP-122.8 Page lof 16 I Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Contents 1. LIST OF ACRONYMS ....................................................................................................................................
3 2. PURPOSE ....................................................................................................................................................
3 a. Background 
............................................................................................................................................
3 b.
* Site Description 
............................................................................................................. .........................
4
* c. Vertical Datum .......................................................................................................................................
4 d. Summary of Current Licensing Basis Flood Hazards .................................................................... 
* ..........
5 3. METHODOLOGY 
.......................................................................................................................... 
'. ..............
6 a. Modeling Approach ............... 
<< ...............................................................................................................
6 b. Topography 
............................................................................................................................................
9 c.
* Land Cover ........................................................................................ 
,,, ............................. 
; .*..................
9 d. Probable Maximum Precipitation 
........................................................................................................
10 4. RESULTS ............................. , .................................................................................... , ................................
11 .5.
* CONCLUSIONS 
............................................................................... 
; ...........................................................
15 6. REFERENCES 
............................................................................................................. 
; ...... .' ........................
15 Figures Figure 1: Oyster Creek Nuclear Generating Station Location ............................................................................
4 Figure 2: FL0-2D Model Boundary .*................*.......*...................................................*.........*.... 
.' ......*................
8 Figure 3: 1-hour/1-sq-mi PMP Distribution for Oyster Creek Station .............................................................
11 Figure 4: Locations of Doors ............................................................................................................................
15 Tables Table 1: Assigned Manning's Roughness Coefficients (n-Values) 
......................................................................
9 Table 2: 1-hour/1-sq-mi PMP Distribution for Oyster Creek Station ...*.......... 
: ................................................
10 Table 3: LIP Predicted Flooding Results at the Oyster Creek Station '. ....................... 
: .....................................
12 Table 4: LIP Predicted Flooding Results at the Main Doors of the Site Buildings 
............................................
12 Table 5: LIP Predicted Flooding Depths above the Station Grade/ Door Sill at the Main Doors of the Site Buildings 
*.... : .....................................................................................................................................................
13 RCN: LIP-122.8 Page 2of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 1. LIST OF ACRONYMS ASME CLB DEM ft HMRSl HMR52 HSG IPEEE lb LIP MSL NAVD88 NRC NRCS OCNGS PMP PMF RAI IR UFSAR USDA . American Society of Mechanical Engineers Current Licensing Basis Digital Elevation Model Foot I Linear Foot Hydrometeorological Report 51 Hydrometeorological Report 52 Hydrologic Soil Group Individual Plan Examination of External Events Pound Force Local Intense Precipitation Mean Sea Level Datum North American Vertical Datum of 1988 Nuclear Regulatory Commission Natural Resources Conservation Service Oyster Creek Nuclear Generating Station Probable Maximum Precipitation Probable Maximum Flood Request for Additional Information Issue Report Updated Final Safety Analysis United States Department of Agriculture 
: 2. PURPOSE a. Background AMEC Environment 
& Infrastructure, Inc. (AMEC) on behalf of Exelon Corporation (Exelon) performed an evaluation of site runoff generated from a Local Intense Precipitation 
{LIP) event to supplement the going flooding studies at Oyster Creek Nuclear Generating Station {OCNGS). AMEC performed this work under a Quality Assurance (QA) Program that conforms to the requirements of ASME NQA-1 and 10.CFR.50 Appendix B. The LIP evaluation was performed in accordance with the Nuclear Regulatory Commission's (NRC's) "Design-Basis Flood Estimation for Site Characterization at Nuclear Power Plants in the United States of America", dated November 2011 {NUREG/CR*7046) (Reference 9)., NUREG/CR-7046 (Reference 
: 9) identifies the LIP under causative mechanisms for design-basis floods and states that these mechanisms .or causes be investigated to the design-basis flood for nuclear power plant sites. Local flooding is associated with inundation caused by localized, short-duration, intense rainfall events. The focus of this study was to evaluate the adequacy of the site's grading, drainage, and runoff-carrying capacity.
It was assumed for this analysis that all active and passive drainage system components (e.g., pumps, gravity storm drain systems, small culverts, inlets, etc.) are .non-functional during the local intense rainfall event, per Case 3 in NUREG/CR-7046 (Reference 9). As such, only overland flow and open channel systems were modeled and considered in the local flooding analysis.
RCN: LIP-122.8 Page 3of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Pe r NUREG/CR-7046 (Refe r ence 9), the LI P event is defined as a 1-hour/1-square mile Probable Maximum Precip i tat i o n (PMP). The PMP is the greatest depth of precipitation, for a given duration, that is theoretically possible for a particular area and geographic location (Reference 9). The PMP is not der i ved from historic rainfall records, although historic atmospheric conditions and patterns are considered. The 1-hou r PMP event was developed using Hydrometeorological Report 52 (HMR 52) (Reference 7). b. S it e Description OCNGS is located on the coastal pine barrens of New Jersey, in Lacey and Ocea n Townships, Ocean County (Figure 1). The plant site is located to the west of Route 9, a nd is bounded by Oyster Creek in the north, south, and east (Figure 1). The site is approximately 35 miles north of Atlantic City, New Jersey, and 45 miles east of Ph i ladelphia, Pennsylvania (Reference 4). Figure 1: Oyster Creek Nuclear Generating Station Location c. Vertical Datum Elevat i ons provided in this report are presented in the North American Vertical Datum of 1988 (NAVD 88) and the Mean Sea Level Datum (MSL) to relate calculated results to the Current Licensing Basis (CLB) RCN: LIP-122.8 Page 4of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 documents.
The topographic, photogrammetric, and survey data used for the calculations are in the NAVD 88 datum. A conversion was required to compare elevations reported in the MSL and NAVD 88 datums. According to the NOAA Center for Operational Oceanographic Products and Services website (Reference 8). the datum shift from MSL to NAVD 88 for the OCNGS latitude and longitude (39.8222, -74.203) requires an adjustment based on the closest benchmark location. The closest benchmark location is the Inside Barnegat Inlet Station, 8533615 (Reference 8). Equation 1 shows the datum conversion to convert the MSL elevation to the NAVD 88 datum. Equation 1 Elevation in ft NAVD 88 =Elevation in ft MSL -0. 02 ft d. Summary of Current Licensing Basis Flood Hazards The OCNGS grade elevation is 22.98 ft NAVO 88 (23.00 feet MSL), and the water intake structure invert is at elevation 5.98 ft NAVO 88 (6.00 feet MSL). According to the site's Updated Final Safety Analysis Report (UFSAR), the current Probable Maximum Flood (PMF) in the Oyster Creek watershed would generate a peak water surface elevation at the site of approximately 5.28 ft NAVD 88 (S.30 feet MSL) (Reference 4). The site topography generally slopes from Route 9 to the west toward OCNGS with a station grade elevation of 22.98 ft NAVD 88 (23.00 feet MSL). The floor elevations of the Reactor and Turbine Buildings are 6 inches above grade at elevation 23.48 ft NAVD 88 (23.50 feet MSL). Two entrances to the emergency Diesel Generator Building are at elevation 22.98 ft NAVD 88 (23.00 feet MSL). A 6-inch high asphalt dike is provided at these entrances to provide protection against external flooding of the emergency Diesel Generator Building up to an elevation of 23.48 feet NAVD 88 (23.50 feet MSL). The plant site grading generally slopes away from the high point in the center of the island toward the intake to the north and west, the discharge canal to the south and west, and Route 9 to the east (Reference 4). Per AMEC's field observations during a site visit on April 27, 2012, the switchyard, located on the west bank of the intake and discharge canals across from the station, is generally flat with an estimated grade of 1%. The eastern half of the switchyard slopes toward the northeast toward a 2-ft high earthen berm along the eastern and northern fence line. The western half of the switchyard drains toward the west to a drainage ditch, just outside of the fence line. Per Oyster Creek Station's UFSAR, Section 2.4.2.3 (Reference 4), an LIP investigation was previously performed.
The UFSAR indicates that runoff resulting from LIP partly drains off the site through the existing storm water sewers and partly dra i ns away as overland flow towards the outer periphery of the plant site. Due to the time lag between the runoff and rainfall, some local site ponding is predicted to occur; however, this predicted ponding does not result in flooding of the site. Based on the information provided in the UFSAR (Reference 
: 4) the flood elevation for the LIP was established at 23.48 ft NAVO 88 (23.50 ft MSL). The USFAR does not provide details on the methodology and assumptions used in evaluating the LIP flood elevation.
Additional information regarding the licensing basis LIP flooding evaluation is discussed in the August 2000 AmerGen reply letter to Request for Additional Information (RAI) on Individual Plan Examination of External RCN: LIP-122.8 Page 5of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Events (IPEEE) at OCNGS (Reference 2). According to the 2000 AmerGen reply letter, the initial site drainage analysis prior to the IPEEE was performed in 1982 (Reference 2). This analysis was performed for a 6-hour point PMP of 27 inches (Reference 2). The analysis considered the site topography and the existing storm sewer drainage system consisting mostly of 8-inch diameter sewers leading into a 10-inch diameter sewer to a 30-inch diameter outfall into the discharge canal north of the Emergency Diesel Generator Building (Reference 2). The 2000 AmerGen reply letter indicates the methodology and assumptions for performing the hydrologic analysis and calculation of flood depths were not provided (Reference 2). This prior analysis concluded that the local site flooding would occur 5 inches above grade elevation of 23.00 feet MSL (Reference 10). The 2000 AmerGen reply letter (Reference 
: 2) indicates that a drainage analysis using the updated PMP criteria was performed under the IPEEE for OCNGS. As part of the evaluation, a site walkdown was performed to confirm the site configuration per the design drawings. Changes in site configuration that were identified during this site walkdown included new catch basins and pipes, as well as change in drainage patterns due to the construction of an Administration Building.
The site drainage analysis was performed using criteria from Hydrometeorological Report 51 and 52 (HMR 51 and HMR 52) for a 1-hour PMP o f 18 inches and 24-hour PMP of 35 inches (Reference 2). The storm sewer system and changes in site configuration were incorporated in the analysis; however, the methodology and assumptions for performing the hydrologic analysis and calculation of flood depths were not discussed in detail (Reference 2). The results of the analysis showed that a water surface elevation of 23.60 feet MSL could occur in areas adjacent to the north , east, and south sides of the Reactor Building (Reference 2). However, the analysis did not indicate whether this calculated water surface elevation was the result of the 1-hour or 24-hour PMP. The analysis concluded that water intrusion in other buildings would not lead to severe accidents, since the Turbine Building or Diesel Generator Building would not be affected by the flooding (Reference 2). The analysis also concluded that the only potential water entry would be the Reactor Building; however, the entrances are kept closed during normal operation (Reference 2). The 2000 AmerGen reply letter (Reference 
: 2) indicates that the interior of the Reactor Building is mainta i ned at a negative pressure of 0.25 inches of water (Reference 2). The analysis states that the force exerted on the airlock doors by approximately one inch of water along the base is negligible compared to the pressure of 0.25 inches of water over the entire door surface, and therefore the airlock doors would remain in place min i mizing water intrus i on into the building (Reference 2). 3. METHODOLOGY 
: a. Modeling Approach This evaluation used a two-dimensional (2D) hydrodynamic model, FL0-2D, to evaluate the flow characteristics of the runoff caused by an LIP event. The FL0-2D model was created with boundaries along the centerline of Route 9 to the east, OCNGS to the north and south, and the access road just west of the switchyard fence llne. The switchyard was included in the study area to evaluate the potential effects of the LIP on the safety-related systems, structures , and components (SSCs) in this area. Figure 2 shows the exterior boundary of the FL0-2D model. The FL0-20 model consists of 66,664 10-ft by 10-ft grids elements. The 10-ft by 10-ft grid size was chosen to provide an adequate level of de t ail to reflect the hydrodynamic effects at the site, while requiring a RCN: LIP-1 22.8 Page 6of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 reasonable amount of computational resources. Based on Table 1.1 of the FL0-20 Data Input manual, the optimal number of grid elements is 150,000 (Reference 5). If the grid s i ze were reduced to 5 ft by 5 ft, the model would have approximately 267,000 grid elements, which is greater than the optimal number of grid elements. The FL0-20 model requ i red the follow i ng inputs to evaluate the LIP (Reference 5):
* Topography to characterize grading , slope s , drainage divides, and low areas of the s i te;
* Manning's roughness coefficients (n-values) to characterize the land cover of the site and its effects on flow depths and velocities; and
* 1-hour PMP event to char a cterize the Local Intense Precipitation event (volume, distribution, and duration}.
The mode l was run with the above inputs to evaluate the adequacy of the site grad i ng and runoff carrying capacity during the loca l intense precip i tat i on event. The model prov i des information on the following parameters
:
* Flood elev a t i on s;
* Flood dep t h s;
* Velocity vectors (magnitude and direction};
* Resultant static loads; and
* Resultant impact loads. It was assumed tha t all act i ve and passive drainage system components (e.g., pumps , gravity storm drain systems , small culverts, i nlets, etc.) are non-functional or clogged during the LIP event, per Case 3 in NUREG/CR-7046 (Reference 9). NUREG/CR-7046 d i scusses that it is extremely rare that the passive site drainage network would remain completely unblo c ked dur i ng the LIP event. Assuming blocked conditions was cons i dered reasonable during a LIP event be c ause the expectation is that: 1) a significant volume of debris/sediment would be transported, delivered, a nd accumulated at drainage structures and 2) conveyance capacity of the drainage system is very limited, even if completely open, relative to the peak flow rates during a LIP event. Furthermore, the NRC would require the utility to provide substantial justification for crediting partial or full conveyance from drainage structures (Reference 9). The LIP evaluation was conducted independently of external high-water events, and was assumed to have occurred non-coincidental to a river flood. Therefore , backwater or tailwater was not considered.
Per recommendat i ons provided by NUREG/CR-7046, runoff losses were ignored during the LIP event to maximize the runoff from the event. The site is predominantly impervious and, therefore , accounting for losses would have very minimal impact on the results. The soil types in prev i ous surfaces are class i fied by the USDA-NRCS as be i ng within Hydrologic Soil Group (HSG} A, which is characterized as having saturated Infiltration rates ranging from 0.6 inches per hour to 20.00 inches per hour (Reference 11}. However, given that the major i ty of the site is impervious, the saturation infiltration rates can be assumed to be toward the low end of this range and negligible compared to the rainfall intensity for an LIP event. If included, the NRC would require the utility to provide justification for crediting losses (Reference 9). Only overland flow and open channel systems were modeled and considered in the LIP flooding analysis. RCN: LIP-1 22.8 Page 7of16 Local Intense Precipitation Evaluat i on Report Oyster Creek Nuclear Generating Station Exelon Co r poration Ma r ch 25, 2016 Rev8 s o 2 0 0 .oo eoo J1111111!
1 Ffft Figure 2: FL0-20 Model Boundary Legend l::] M ode l Bo un da ry -B u il d i n g Type of Barriers --J e r se y Ba r ri e r -Se cu ri ty Ba rri e r ----M eta l Sec u ri ty W a ll --S t o n e W a ll RCN: LIP-122.8 Page 8of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 b. Topography The FL0-2D model was constructed from a digital elevation model (DEM) produced from available photogrammetric survey data, supplemented with a field survey completed to characterize grading, slopes, drainage div i des, and low areas of the site. A digital CAD file of the photogrammetric survey data collected in 2004 was provided by Exelon (Reference 3). The survey data provided 1-foot contours of the site. AMEC accepted the survey data through a commercial grade dedication process under AMEC's Quality Assurance Program. AMEC considered the photogrammetric survey sufficient as a baseline for the LIP evaluation. Supplemental field surveys of the site were completed to incorporate site features that were not identified by the photogrammetric survey. The features included depressions/low points and jersey and security barriers. The field survey was performed in July of 2012 by a Professional Land Surveyor licensed in the State of New Jersey (Reference 12). The supplemental field survey data was incorpo r ated into the photogrammetric survey using AutoCAD Civil3D software to produce the DEM. The DEM was clipped to match the FL0-2D model limits shown in Figure 2 above. c. Land Cover The FL0-2D model uses Manning's Roughness Coefficients (n-values) to characterize the site's surface roughness and calculate effects on flow depths and velocities.
Land cover for the site was evaluated using interpretation of orthoimagery that was verified in the field by AMEC during subsequent visits to the site. N-values were assigned to each land cover type and based on ranges described on page 22 of the FL0-2D Reference Manual (Reference 6). The assigned n-values are provided in Table 1 below. Table 1: Assigned Manning's Roughness Coefficients (n-Values) Land Cover Surfaces of Oyster Creek Station 1 Recommended Range Assigned n-value of n-values 2 Bermuda and dense grass, dense vegetation 0.17 -0.48 0.32 Shrubs and forest litter, pasture 0.30-0.40 0.40 Asphalt, Concrete, or Buildings 0.02 -0.05 0.035 Gravel 3 -0.05 Water surface 4 -0.02 'Land cover surface per ortho i magery and field verification. 
'Recommended ranges of Manning's n-values per page 22 of the FL0-20 Reference Manual provided in Appendix A. 'Gravel surfaces were assigned a n-value from the upper range for Asphalt/Concrete to re Hect the roughness of the material. 
*water surfaces assigned a n-values from the lower range for Asphalt/Concre t e to renect m i nimal roughness. %Coverage 39% 26% 14% 9% 12% As noted in Table 1, the n-values assigned to gravel and water land cover surfaces are values from the recommended range for asphalt/concrete to reflect their surface roughness.
Gravel was assigned the high end of the range to account for typical irregularities in the gravel surface. The Manning's n-value for water was assigned the low end of the range to account for internal friction.
Shrubs and forest litter were RCN: LIP-122.8 Page 9of16 Local Intense Precipi.tation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 assigned a Manning's n-value towards the upper end of the recommended range to account for the observed dense brush surface. The rest of the land cover surface categories were assigned the middle of their respective recommended ranges. A sensitivity analysis was performed on the n-values to evaluate the effect this parameter has on the maximum water surface elevation. As part of the analysis, the upper and lower ranges of the Manning's values presented in Table 1 were run through the FL0-20 model. The results indicated that the differences in water surface elevations between the upper and lower range values of the Manning's n-values presented in Table 1 are within +/- 0.08 ft. This also suggests that the LIP peak flood levels for much of the site are controlled by floodwaters ponding or backing-up at constrictions (e.g., catch basins and small culverts), reducing the effect of surface friction on flow depths. d. Probable Maximum Precipitation The 1-hour PMP event distribution was developed using HMR 52. Per NUREG/CR-7046 (Reference 9), the LIP event is defined as a 1-hour/1-square
-mile PMP event. The total PMP depth per square mile for the 1-hr event was extrapolated from the PMP depth contour map provided in Figure 24 of HMR 52 (Reference 7). The distribution of the 1-hr PMP was developed for the 5-, 15-, and 30-minute time intervals, with the 60-minute interval being the 1-hr PMP depth. The depth for each time interval was calculated using the ratios obtained from Figures 36, 37, and 38 of HMR 52 (Reference 7). The 1-hr PMP distribution is provided in Table 2 and Figure 3 below. The 1-hour PMP event was run through the FL0-20 model to calculate the subsequent site flooding.
Time (minutes) 0 5 15 30 60 Table 2: 1-hour/1-sq-mi PMP Distribution for Oyster Creek Station Percent Total PMP Cumulative Depth Reference 
(%) (inches) 0% 0.00 -33.46% 6.05 HMR 52, Page 94, Figure 36 52.58% 9.50 HMR 52, Page 95, Figure 37 75.46% 13.64 HMR 52, Page 96, Figure 38 100% 18.07 HMR 52, Page 79, Figure 24 RCN: LIP-122.8 Page 10of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Revs 1-hr PMP Distribution 20 18 16 I I I I I I I I I l I .c ... :&sect;. 14 I I J.-----1 -s 12 D. QI Q 10 8 6 c 'iii 4 a:: 2 0 I I I IY /i I /I I I 0 I I J.... --r !..-
I I I I I I I I I I 10 20 'I I I I I I ' I I I I I I I I I I I : I I I I I I I I I I I I I I I I 30 40 Time (minutes)
I I H---, _:--I I I I I I I I I I I I I . I I I so 60 Figure 3: 1-hour/1-sq-mi PMP Distribution for Oyster Creek Station 4. RESULTS The LIP flooding evaluation, as per the Case 3 assumptions of NUREG/CR-7046, Section 3.2 {Reference 
: 9) produced results that include flooding depths, water surface elevations , velocities, resultant static loads, and resultant impact loads that could be expected for an LIP event at the site. The maximum resultant impact load and maximum resultant static load are expressed as pounds force per unit width. Multiplying these loads by the horizontal width of the structure within the grid element will provide the magnitude of the resultant force. Detailed calculations, results, and figures are presented in AM EC Calculation Package LIP-OYS-001(Reference1}. The calculated maximum results of the LIP evaluation are presented in Table 3. The FL0-20 model shows peak LIP flood elevations around the plant ranging between 23.04 and 24.39 feet NAVO 88 {23.06 and 24.41 feet MSL) for the Reactor Building and between 21.49 and 23.21 feet NAVO 88 (21.51 and 23.23 feet MSL} for the Turbine Building. This is 4.09 feet lower to 0.91 feet higher than the design-basis peak LIP flood elevation of 23.48 feet NAVO 88 {23.50 feet MSL). In comparing available information from the design-basis evaluation 
{References 2 and 4), the difference appears to be attributable to assumptions and methods used in developing the design-basis flood levels. The design-basis flood evaluation appears to have included the effects of the storm sewer system being operational during the event. Based on the FL0-20 model output, features such as grated catch basins, and other constrictions/obstructions, control much of the flooding during an LIP event. The design basis evaluation appears to have assumed that the storm sewer conveyance was uninhibited.
Results provided in this report are direct outputs from the FL0-20 model. The FL0-20 model reports results to the hundredth of a foot. However, based on the sensitivity analysis of Manning's n values, an accuracy of +/-0.1 foot should be taken into consideration when evaluating the reported results. RCN: LIP-122.8 Page 11of16 local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Table 3: LIP Predicted Flooding Results at the Oyster Creek Station Max. Max. Resultant Max. Water Surface Elevation Flooding Max. Velocity Impact Lo a d Build i ng Name Depth ft (NAVO 88) ft (MSL) ft ft/sec. lb/ft Dies e l Generator Build i ng 19.39 -23.64 19.41 . 23.66 0.1-1.6 0.39 -1.76 0.41-10.5 Storage Build i ng 22.52 -23.03 22.54 -23.05 0.11-0.71 0.2 -1.07 0.48 -6.42 XFMR (Transformers) 21.47 -22.57 21.49 -22.59 0.22 -0.58 0.34 -1.9 1.01-5.18 Pre-Treatment Building 22.2-22.68 22.22. 22.7 0.2 -0.68 0.45 -1.64 0.7-7 Old Machine Shop 22.68. 23.26 22.7 -23.28 0.16 -1.12 0.39 -1.17 1.6. 59.95 Security Building 22.89 -23.11 22.91 -23.13 0.11-2.04 0.24. 1.24 0.55 -9.61 Office Build i ng 22.98 -23.14 23 -23.16 . 0.27 -1.14 0.37 -1.34 1.58-94.03 Reactor Building 23.04 -24.39 23.06 -24.41 1.04. 2.36 0.27 -2.35 1.53 -91.59 Mac Facility 24.38 -24.43 24.4 -24.45 1.38 -1.43 0.46-1.47 10.H-92.82 Respirator Facility 23.21 -23.23 23.23 -23.25 1.21 -1.23 0.66 -1.19 10.85 -99.95 Storage Tank T-12-4 22. 79. 23.53 22.81 -23.55 0.12 -1.53 0.41*0.99 0.61*11.96 T.8.Dirty Oil Tank 22.14 -23.23 22.16 -23.25 0.12 -0.51 0.27 -1.1 0.56 -1.98 Cond Storage Tank 22.14 -22.93 22.16 -22.95 0.14 -1.93 0.5 -2.77 0.19 -22.1 Chlorination Facility 14.68 -22.86 14.7 -22.88 0.11-0.86 0.34 -3.71 0.46 -12.74 Turbine Bu i ld i ng 21.49. 23.21 21.51 -23.23 0.12 -2.61 0.32 -3.43 0.69 -94.76 Ma x. Resultant S t atic Load lb/ft 0.34 -79.62 0.35 -15.86 1.47 -10.49 1.26 -14.56 0.77. 39.12 0.38 -71.51 2.23 -40.88 5.98 -74.3 59.43 -63.82 45.57 -47 .11 0.42-72.62 0.43 -8.01 0.64 -31.54 0.36-22.96 0.41 -91.1 The maximum predicted LIP flooding results at critical entrances to the site buildings (shown in Figure 4) are provided in Table 4. Table 4: LIP Predicted Flooding Results at the Main Doors of the Site Buildings Max. Max. Reference Max. Water Surface Flooding Max. Resultant Door No. Grid Element Elevation Velocity Impact No. Depth Load ft (NAVO 88) ft (MSL) ft ft/sec. lb/ft Door 1 24458 22.70 22.72 0.70 0.91 8.68 Door 2 26887 22.7 5 22.77 0.75 0.85 6.92 Door 3 23275 22.70 22.72 0.70 0.85 8.44 Door4 26895 23.16 23.18 0.20 0.57 2.58 Door 5 22982 22.70 22.72 0.70 0.52 0.88 Ooor6 27829 23.02 23.04 1.02 0.50 7.26 Door 7 30020 23.07 23.09 1.07 0.62 1.57 Doors 31919 23.20 23.22 1.20 0.59 5.93 Door9 26009 24.35 24.37 1.35 0.84 91.59 Door 10 20654 22.62 22.64 0.62 1.29 4.67 Door 11 20647 22.82 22.84 0.82 0.64 4.47 Door 12 19802 23.57 23.59 0.57 1.22 3.66 Door 13 18978 23.63 23.65 0.63 0.43 2.90 Door14 28471 24.36 24.38 2.36 0.27 24.52 Max. Resultant Static Load lb/ft 15.28 17.63 15.11 1.30 15.12 32.73 35.81 45.16 57.09 11.82 20.75 10.31 12.48 74.30 RCN: LIP-122.8 Page 12of16 local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corpo r ation March 25 , 2016 Reva The predicted LIP flooding depths and duration above the station grade elevation at the critical entrances to the site buildings are provided in Table 5. Table 5: LIP Predicted Flood i n g Depths above the Station Grade/ Door Sill at the Main Doors of the S i te Buildlngs Reference Max. Flooding Depth Grid Max. Water Surface Station Grade/ Door Above the Station Door No. Element Elevation Sill Elevation Grade/Door Sill No. Elevation (ref. 1) ft (NAVO 88) ft (MSL) ft {MSL) ft Door 1 1 24458 22.70 22.72 23.50 -0.78 Door 2 1 26887 22.75 22.77 23.SO -0.73 Door 3 1 23275 22.70 22.72 23.50 -0.78 Door 4 1 26895 23.16 23.18 23.50 -0.32 Door 5 1 22982 22.70 22.72 23.50 -0.78 Door6 1 27829 23.02 23.04 23.50 -0.46 Door 7 1 30020 23.07 23.09 23.50 -0.41 Door8 1 31919 23.20 23.22 23.50 -0.28 Door 9 1 26009 24.35 24.37 23.50 0.87 Door 10 2 20654 22.62 22.64 23.62 -0.98 Door 11 2 20647 22.82 22.84 23.61 -0.77 Door 12 2 19802 23.57 23.59 23.60 -0.01 Door 13 2 18978 23.63 23.65 23.69 -0.04 Door 14 1 28471 24.36 24.38 23.50 0.88 1 Plant grade elevation of 23.5 ft MSL per UFSAR Section 2.4 (Reference 
: 4) converted to 23.48 ft NAVO 88. 1 Door sill elev a tions est i mated per draw i n g DRC 06-121-203, Rev O (Reference 13). Flooding Duration Above the Station Grade/Door Sill Elevation hrs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.52 0.00 0.00 0.00 0.00 1.41 RCN: LIP-122.8 Page 13of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Figure 4: Locations of Doors RCN: LIP-122.8 Page 14of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Revs 5. CONCLUSIONS ( Per the UFSAR, the OCNGS grade elevation is 22.98 ft NAVO 88 (23.00 feet MSL) (Reference 4). The floor elevations of the Reactor and Turbine Buildings are 6 inches above grade at elevation 23.48 ft NAVO 88 (23.50 feet MSL) (Reference 4). According to the UFSAR (Reference 4), the previous LIP investigation concluded that the LIP water surface elevations would not exceed the finished floor elevation of the plant. The results show that the predicted maximum LIP flooding water surface elevations at the main doors of the site buildings range between 22.62 and 24.36 feet NAVO 88 (22.64 and 24.38 feet MSL), which is 0.86 ft lower to 0.88 ft higher than the station grade elevation.
The results in Table 5 show that the approximate water surface elevation at Door 9 could remain above the plant grade for approximately 1.52 hours, and at Door 14 for approximately 1.41 hours. However, the approximate water surface elevations at the other doors evaluated in this study appear to be below the plant grade or the door sill elevation 
*. Based on the results of AMEC's UP flooding evaluation (Reference 1), the need for incorporation of additional flood protection measures should be further evaluated for Door 9 and Door 14, since it appears the LIP flooding elevation exceeds the current protection level per the CLB documents at these locations.
The LIP flooefing is a short-duration storm, however necessary warning time is provided to the site through established procedures. 
: 6. REFERENCES 
: 1. AMEC Calculation Package LIP-OYS*OOl (2016). Oyster Creek Nuclear Generating Station Local Intense Precipitation.
Rev. 7. ,_ 2. AmerGen Energy Company, LLC (August 2000). Oyster Creek Generating Station, Docket No. 50-219, Reply to RAl*on IPEEE; 3. Birdsall Services Group (2004), Oyster Creek Nuclear Generating Station Photogrammetric Survey. 4. Exelon Nuclear, Oyster Creek Nuclear Generating Station (2009). Oyster Creek Nuclear Generating Station Updated Final Safety Analysis Report (OCNGS UFSAR), Revision 17. 5. FLO 20 (2009). Data Input Manual. Version 2009.06 6. FLO 20 (2009). Reference Manual. Version 2009. 7. U.S. Department of Commerce, National Oceanic and Atmospheric Administration, and U.S. Department of the Army Corps of Engineers (1982). Hydrometeorological Report. No. 52 (HMR-52), Application of Probable Maximum Precipitation Estimates 
-United States East of the 105 1 h Meridian. 
: 8. United State Department of Commerce, Oceanic and Atmospheric Administration (NOAA) (2003). Published Bench Mark Sheet for 8533615 BARNEGAT INLET (INSIDE) NEW JERSEY. Available at http://tidesandcurrents.noaa.gov/benchmarks/8533615.html, accessed 10/5/12. RCN: LIP-122.8 Page 15of16 J l Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Revs 9. United States Nuclear Regulatory Commission (2011). NUREG/CR-7046,'
Design-Basis Flood Estimation for Site Characterization at Nuclear Power Plants in the United States of America 10. U.S. Nuclear Regulatory Commission (July 1988). NUREG-0822 Supplement No.l, Integrated Plant Safety Assessment Systematic Evaluation Program, Oyster Creek Nuclear Generating Station. 11. United States Department of Agriculture, Natural Resources Conservation District (October 12, 2012). Custom Soil Resource Report for Ocean County, New Jersey. 12. ACT Engineers, Inc. (August 14, 2012). Survey Report/or Oyster Creek Nuclear Power Station Local Intense Precipitation Flooding Hazard Analysis, Lacey and* Ocean Townships, Ocean County, New Jersey. Exelon Nuclear, Oyster Creek Nuclear Generating Station (2009). Drawing DRC 06-121-203 Rev AS-BUILT Survey Diesel Generator Building Security.
RCN: LIP-122.8 Page 16of16 Enclosure 2 Oyster Creek Nuclear Generating Station DVD labeled: Oyster Creek Nuclear Generating Station, Calculation LIP-OYS-001, Rev. 7 Local Intense Precipitation FL0-20 Model, RCN:LIP-310.7, Input and Output Files, April 5, 2016 Enclosure 3 Oyster Creek Nuclear Generating Station Summary of Regulatory Commitments The following table commitments made in this document. (Any other actions discussed in the submittal represent intended or planned actions. They are described to the NRC for the NRC's information and are not regulatory commitments.)
Commitment Commitment Interim Actions Taken or Implementation Type Type Item Planned to Take as Included Date Number in the Reevaluation Report (Committe_d One-Time Programmatic (Commitment)
Date or Outage) Action (Yes/No) (Yes/No) 1 . . Sand bags for installation at August15,2016 No Yes Door DR-814-39 will be pre-staged outside the Drywell processing center (South Entrance) near the Service Water Rad monitoring shed. Sandbagging Dpor DR-814-39 will provide protection for the RB Northeast Airlock entrance (Door 14 in Enclosure 1 ). There is minimal preparation and installation time required.
011 J' Exelon Generation 
;Si ifdJJP RS-16-051 RA-16-017 April 15, 2016 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, DC 20555-0001 r Oyster Creek Nuclear Generating Station Renewed Facility Operating License No.
NRG Docket No. 50-219 1 O CFR 50.54(f) 

==Subject:==
Supplemental Response to NRG Audit Review Request for Additional Information Regarding Fukushima Lessons Learned -Flood Hazard Reevaluation Report 

==References:==
: 1. Exelon Generation Company, LLC Letter to USN RC, Flood Hazard Reevaluation Report Pursuant to 1 O CFR 50.54(f) Regarding the Fukushima Near;. Term T1;1.sk Force Recommendation 2.1: Flooding, dated March 12, 2015 (RS-15-063) 
: 2. NRG Letter, Request for Information Pursuant to Title 1 O 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 3. NRG Email from T. Govan to D. Distel, Oyster Creek FL0-2D Follow-up Questions, dated December 11, 2015 In Reference 1, Exelon Generation Company, LLC (EGG) provided the Flooding Hazard Reevaluation Report (FHRR) for the Oyster Creek Nuclear Generating Station in response to the March 12, 2012 Request for Information Enclosure 2, Recommendation 2.1, Flooding, Required Response 2, (Reference 2). The NRG conducted an audit/webinar review of the Oyster Creek j Nuclear Generating Station FHRR on August 18, 2015. In support of the FHRR audit, the NRG provided audit information needs items. The information provided by EGG to address the audit information needs items was subsequently reviewed by the NRG during the audit. An additional Oyster Creek FHRR audit review call was conducted on January 14, 2016 to discuss the EGG responses to the NRG clarification questions provided in Reference 
: 3. EGC's responses to the NRG clarification questions resulted in a revision to the Local Intense Precipitation (LIP) Report (Enclosure 
: 1) and updated LIP model input and output electronic files (Enclosure 2).
U.S. Nuclear Regulatory Commission Supplemental Response to NRG Audit Review Request for Additional Information (Flooding Hazard Reevaluation Report) April 15, 2016 Page 2 EGC's responses to the NRG clarification questions resulted in identification of a need for an additional layer of sandbags at Door 9 to improve margin. Sandbags at Door 9 were initially identified as an Interim Action in Enclosure 4 of Reference 
: 1.
* EGC's responses to the NRG clarification questions also resulted in the addition of a door previously excluded from the results summary tables in the LIP Report. Door 14 was added to Tables 4 and 5, and Figure 4 of the LIP Report (Enclosure 1), and has a threshold elevation of 23.50 ft MSL and a peak reevaluated LIP elevation of 24.38 ft MSL. Similar to Door 9, sandbags will be staged at the entrance of Door 14 as a temporary LIP barrier. The additional protection measures at Door 14 have been added as a regulatory commitment in Enclosure 
: 3. The results of the updated evaluation have been reviewed and the temporary LIP barriers will adequately protect the plant from the slightly increased water level at Reactor Building Door 9 and Door 14. A list of regulatory commitments contained in this letter is provided in Enclosure 
: 3. If you have any questions regarding this report, please contact Ron Gaston at (630) 657-3359.
I declare under penalty of perjury that the foregoing is true and correct. Executed on the 15 1 h day of April 2016. Respectfully submitted, James Barstow Director -Licensing 
& Regulatory Affairs Exelon Generation Company, LLC 

==Enclosures:==
: 1. Oyster Creek Nuclear Generating Station -Local Intense Precipitation Evaluation Report, Revision 8 2. DVD labeled: Oyster Creek Nuclear Generating Station, Calculation LIP-OYS-001, Rev. 7, Local Intense Precipitation FL0-2D Model, RCN:LIP-310.7, Input and Output Files, April 5, 2016 Document Components:
LIP-OYS-001 Rev.7 02_FL0-2D Model 3. Summary of Regulatory Commitments U.S. Nuclear Regulatory Commission Supplemental Response to NRG Audit Review Request for Additional Information (Flooding Hazard Reevaluation Report) April 15, 2016
* Page 3 cc: NRG Regional Administrator 
-Region I NRG Project Manager, NRR -Oyster Creek Nuclear Generating Station NRG Senior Resident Inspector 
-Oyster Creek Nuclear Generating Station Ms. Tekia Govan, NRR/JLD/PPSD/HMB, NRG Manager, Bureau of Nuclear Engineering 
-New Jersey Department of Environmental Protection (w/o Enclosure 
: 2) Mayor of Lacey Township, Forked River, NJ (w/o Enclosure 
: 2)
Enclosure 1 Oyster Creek Nuclear Generating Station Local Intense Precipitation Evaluation Report Revision 8 (16 pages)
LOCAL INTENSE PRECllPllTATllON . EVA1LllJ.A\TllON lREJP>OIR'1rJJ Rev. 8 for the OYSTER CJIUEEK NUCLEAR GENERATHNG S'fA'II'ION Route 9 South, JPO JBox 388, JForked River, NJ 08731 a r1 Exelon Generation Company, UC (Exelon) P.O. Box 805387 Chicago, llllnols 60680*5387 Prepared by: AMEC Environment 
& Infrastructure, Inc. 751 Arbor Way, Suite 180, Blue Bell, PA 19422 Revision 8 submtttal Date: March 25, 2016 -----frlnWd-Nam@
Aft ill a tio n AMEC AMEC AMEC Originator:
Verifier:
James Barbls Ben Zoeller Approver:
Jeffrey Mann Lead Responsible Engineer:
Valmlcky Samlal Branch Manager rJ._ Senior Manager J Design EnglneerJng:
Howle Ray -----Corporate Acceptance:
Joseph V. Bellini Exelon Exelon -----Exelon Exelon 4 5 i6 RCN: LIP-122.8 Page lof 16 I Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Contents 1. LIST OF ACRONYMS ....................................................................................................................................
3 2. PURPOSE ....................................................................................................................................................
3 a. Background 
............................................................................................................................................
3 b.
* Site Description 
............................................................................................................. .........................
4
* c. Vertical Datum .......................................................................................................................................
4 d. Summary of Current Licensing Basis Flood Hazards .................................................................... 
* ..........
5 3. METHODOLOGY 
.......................................................................................................................... 
'. ..............
6 a. Modeling Approach ............... 
<< ...............................................................................................................
6 b. Topography 
............................................................................................................................................
9 c.
* Land Cover ........................................................................................ 
,,, ............................. 
; .*..................
9 d. Probable Maximum Precipitation 
........................................................................................................
10 4. RESULTS ............................. , .................................................................................... , ................................
11 .5.
* CONCLUSIONS 
............................................................................... 
; ...........................................................
15 6. REFERENCES 
............................................................................................................. 
; ...... .' ........................
15 Figures Figure 1: Oyster Creek Nuclear Generating Station Location ............................................................................
4 Figure 2: FL0-2D Model Boundary .*................*.......*...................................................*.........*.... 
.' ......*................
8 Figure 3: 1-hour/1-sq-mi PMP Distribution for Oyster Creek Station .............................................................
11 Figure 4: Locations of Doors ............................................................................................................................
15 Tables Table 1: Assigned Manning's Roughness Coefficients (n-Values) 
......................................................................
9 Table 2: 1-hour/1-sq-mi PMP Distribution for Oyster Creek Station ...*.......... 
: ................................................
10 Table 3: LIP Predicted Flooding Results at the Oyster Creek Station '. ....................... 
: .....................................
12 Table 4: LIP Predicted Flooding Results at the Main Doors of the Site Buildings 
............................................
12 Table 5: LIP Predicted Flooding Depths above the Station Grade/ Door Sill at the Main Doors of the Site Buildings 
*.... : .....................................................................................................................................................
13 RCN: LIP-122.8 Page 2of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 1. LIST OF ACRONYMS ASME CLB DEM ft HMRSl HMR52 HSG IPEEE lb LIP MSL NAVD88 NRC NRCS OCNGS PMP PMF RAI IR UFSAR USDA . American Society of Mechanical Engineers Current Licensing Basis Digital Elevation Model Foot I Linear Foot Hydrometeorological Report 51 Hydrometeorological Report 52 Hydrologic Soil Group Individual Plan Examination of External Events Pound Force Local Intense Precipitation Mean Sea Level Datum North American Vertical Datum of 1988 Nuclear Regulatory Commission Natural Resources Conservation Service Oyster Creek Nuclear Generating Station Probable Maximum Precipitation Probable Maximum Flood Request for Additional Information Issue Report Updated Final Safety Analysis United States Department of Agriculture 
: 2. PURPOSE a. Background AMEC Environment 
& Infrastructure, Inc. (AMEC) on behalf of Exelon Corporation (Exelon) performed an evaluation of site runoff generated from a Local Intense Precipitation 
{LIP) event to supplement the going flooding studies at Oyster Creek Nuclear Generating Station {OCNGS). AMEC performed this work under a Quality Assurance (QA) Program that conforms to the requirements of ASME NQA-1 and 10.CFR.50 Appendix B. The LIP evaluation was performed in accordance with the Nuclear Regulatory Commission's (NRC's) "Design-Basis Flood Estimation for Site Characterization at Nuclear Power Plants in the United States of America", dated November 2011 {NUREG/CR*7046) (Reference 9)., NUREG/CR-7046 (Reference 
: 9) identifies the LIP under causative mechanisms for design-basis floods and states that these mechanisms .or causes be investigated to the design-basis flood for nuclear power plant sites. Local flooding is associated with inundation caused by localized, short-duration, intense rainfall events. The focus of this study was to evaluate the adequacy of the site's grading, drainage, and runoff-carrying capacity.
It was assumed for this analysis that all active and passive drainage system components (e.g., pumps, gravity storm drain systems, small culverts, inlets, etc.) are .non-functional during the local intense rainfall event, per Case 3 in NUREG/CR-7046 (Reference 9). As such, only overland flow and open channel systems were modeled and considered in the local flooding analysis.
RCN: LIP-122.8 Page 3of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Pe r NUREG/CR-7046 (Refe r ence 9), the LI P event is defined as a 1-hour/1-square mile Probable Maximum Precip i tat i o n (PMP). The PMP is the greatest depth of precipitation, for a given duration, that is theoretically possible for a particular area and geographic location (Reference 9). The PMP is not der i ved from historic rainfall records, although historic atmospheric conditions and patterns are considered. The 1-hou r PMP event was developed using Hydrometeorological Report 52 (HMR 52) (Reference 7). b. S it e Description OCNGS is located on the coastal pine barrens of New Jersey, in Lacey and Ocea n Townships, Ocean County (Figure 1). The plant site is located to the west of Route 9, a nd is bounded by Oyster Creek in the north, south, and east (Figure 1). The site is approximately 35 miles north of Atlantic City, New Jersey, and 45 miles east of Ph i ladelphia, Pennsylvania (Reference 4). Figure 1: Oyster Creek Nuclear Generating Station Location c. Vertical Datum Elevat i ons provided in this report are presented in the North American Vertical Datum of 1988 (NAVD 88) and the Mean Sea Level Datum (MSL) to relate calculated results to the Current Licensing Basis (CLB) RCN: LIP-122.8 Page 4of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 documents.
The topographic, photogrammetric, and survey data used for the calculations are in the NAVD 88 datum. A conversion was required to compare elevations reported in the MSL and NAVD 88 datums. According to the NOAA Center for Operational Oceanographic Products and Services website (Reference 8). the datum shift from MSL to NAVD 88 for the OCNGS latitude and longitude (39.8222, -74.203) requires an adjustment based on the closest benchmark location. The closest benchmark location is the Inside Barnegat Inlet Station, 8533615 (Reference 8). Equation 1 shows the datum conversion to convert the MSL elevation to the NAVD 88 datum. Equation 1 Elevation in ft NAVD 88 =Elevation in ft MSL -0. 02 ft d. Summary of Current Licensing Basis Flood Hazards The OCNGS grade elevation is 22.98 ft NAVO 88 (23.00 feet MSL), and the water intake structure invert is at elevation 5.98 ft NAVO 88 (6.00 feet MSL). According to the site's Updated Final Safety Analysis Report (UFSAR), the current Probable Maximum Flood (PMF) in the Oyster Creek watershed would generate a peak water surface elevation at the site of approximately 5.28 ft NAVD 88 (S.30 feet MSL) (Reference 4). The site topography generally slopes from Route 9 to the west toward OCNGS with a station grade elevation of 22.98 ft NAVD 88 (23.00 feet MSL). The floor elevations of the Reactor and Turbine Buildings are 6 inches above grade at elevation 23.48 ft NAVD 88 (23.50 feet MSL). Two entrances to the emergency Diesel Generator Building are at elevation 22.98 ft NAVD 88 (23.00 feet MSL). A 6-inch high asphalt dike is provided at these entrances to provide protection against external flooding of the emergency Diesel Generator Building up to an elevation of 23.48 feet NAVD 88 (23.50 feet MSL). The plant site grading generally slopes away from the high point in the center of the island toward the intake to the north and west, the discharge canal to the south and west, and Route 9 to the east (Reference 4). Per AMEC's field observations during a site visit on April 27, 2012, the switchyard, located on the west bank of the intake and discharge canals across from the station, is generally flat with an estimated grade of 1%. The eastern half of the switchyard slopes toward the northeast toward a 2-ft high earthen berm along the eastern and northern fence line. The western half of the switchyard drains toward the west to a drainage ditch, just outside of the fence line. Per Oyster Creek Station's UFSAR, Section 2.4.2.3 (Reference 4), an LIP investigation was previously performed.
The UFSAR indicates that runoff resulting from LIP partly drains off the site through the existing storm water sewers and partly dra i ns away as overland flow towards the outer periphery of the plant site. Due to the time lag between the runoff and rainfall, some local site ponding is predicted to occur; however, this predicted ponding does not result in flooding of the site. Based on the information provided in the UFSAR (Reference 
: 4) the flood elevation for the LIP was established at 23.48 ft NAVO 88 (23.50 ft MSL). The USFAR does not provide details on the methodology and assumptions used in evaluating the LIP flood elevation.
Additional information regarding the licensing basis LIP flooding evaluation is discussed in the August 2000 AmerGen reply letter to Request for Additional Information (RAI) on Individual Plan Examination of External RCN: LIP-122.8 Page 5of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Events (IPEEE) at OCNGS (Reference 2). According to the 2000 AmerGen reply letter, the initial site drainage analysis prior to the IPEEE was performed in 1982 (Reference 2). This analysis was performed for a 6-hour point PMP of 27 inches (Reference 2). The analysis considered the site topography and the existing storm sewer drainage system consisting mostly of 8-inch diameter sewers leading into a 10-inch diameter sewer to a 30-inch diameter outfall into the discharge canal north of the Emergency Diesel Generator Building (Reference 2). The 2000 AmerGen reply letter indicates the methodology and assumptions for performing the hydrologic analysis and calculation of flood depths were not provided (Reference 2). This prior analysis concluded that the local site flooding would occur 5 inches above grade elevation of 23.00 feet MSL (Reference 10). The 2000 AmerGen reply letter (Reference 
: 2) indicates that a drainage analysis using the updated PMP criteria was performed under the IPEEE for OCNGS. As part of the evaluation, a site walkdown was performed to confirm the site configuration per the design drawings. Changes in site configuration that were identified during this site walkdown included new catch basins and pipes, as well as change in drainage patterns due to the construction of an Administration Building.
The site drainage analysis was performed using criteria from Hydrometeorological Report 51 and 52 (HMR 51 and HMR 52) for a 1-hour PMP o f 18 inches and 24-hour PMP of 35 inches (Reference 2). The storm sewer system and changes in site configuration were incorporated in the analysis; however, the methodology and assumptions for performing the hydrologic analysis and calculation of flood depths were not discussed in detail (Reference 2). The results of the analysis showed that a water surface elevation of 23.60 feet MSL could occur in areas adjacent to the north , east, and south sides of the Reactor Building (Reference 2). However, the analysis did not indicate whether this calculated water surface elevation was the result of the 1-hour or 24-hour PMP. The analysis concluded that water intrusion in other buildings would not lead to severe accidents, since the Turbine Building or Diesel Generator Building would not be affected by the flooding (Reference 2). The analysis also concluded that the only potential water entry would be the Reactor Building; however, the entrances are kept closed during normal operation (Reference 2). The 2000 AmerGen reply letter (Reference 
: 2) indicates that the interior of the Reactor Building is mainta i ned at a negative pressure of 0.25 inches of water (Reference 2). The analysis states that the force exerted on the airlock doors by approximately one inch of water along the base is negligible compared to the pressure of 0.25 inches of water over the entire door surface, and therefore the airlock doors would remain in place min i mizing water intrus i on into the building (Reference 2). 3. METHODOLOGY 
: a. Modeling Approach This evaluation used a two-dimensional (2D) hydrodynamic model, FL0-2D, to evaluate the flow characteristics of the runoff caused by an LIP event. The FL0-2D model was created with boundaries along the centerline of Route 9 to the east, OCNGS to the north and south, and the access road just west of the switchyard fence llne. The switchyard was included in the study area to evaluate the potential effects of the LIP on the safety-related systems, structures , and components (SSCs) in this area. Figure 2 shows the exterior boundary of the FL0-2D model. The FL0-20 model consists of 66,664 10-ft by 10-ft grids elements. The 10-ft by 10-ft grid size was chosen to provide an adequate level of de t ail to reflect the hydrodynamic effects at the site, while requiring a RCN: LIP-1 22.8 Page 6of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 reasonable amount of computational resources. Based on Table 1.1 of the FL0-20 Data Input manual, the optimal number of grid elements is 150,000 (Reference 5). If the grid s i ze were reduced to 5 ft by 5 ft, the model would have approximately 267,000 grid elements, which is greater than the optimal number of grid elements. The FL0-20 model requ i red the follow i ng inputs to evaluate the LIP (Reference 5):
* Topography to characterize grading , slope s , drainage divides, and low areas of the s i te;
* Manning's roughness coefficients (n-values) to characterize the land cover of the site and its effects on flow depths and velocities; and
* 1-hour PMP event to char a cterize the Local Intense Precipitation event (volume, distribution, and duration}.
The mode l was run with the above inputs to evaluate the adequacy of the site grad i ng and runoff carrying capacity during the loca l intense precip i tat i on event. The model prov i des information on the following parameters
:
* Flood elev a t i on s;
* Flood dep t h s;
* Velocity vectors (magnitude and direction};
* Resultant static loads; and
* Resultant impact loads. It was assumed tha t all act i ve and passive drainage system components (e.g., pumps , gravity storm drain systems , small culverts, i nlets, etc.) are non-functional or clogged during the LIP event, per Case 3 in NUREG/CR-7046 (Reference 9). NUREG/CR-7046 d i scusses that it is extremely rare that the passive site drainage network would remain completely unblo c ked dur i ng the LIP event. Assuming blocked conditions was cons i dered reasonable during a LIP event be c ause the expectation is that: 1) a significant volume of debris/sediment would be transported, delivered, a nd accumulated at drainage structures and 2) conveyance capacity of the drainage system is very limited, even if completely open, relative to the peak flow rates during a LIP event. Furthermore, the NRC would require the utility to provide substantial justification for crediting partial or full conveyance from drainage structures (Reference 9). The LIP evaluation was conducted independently of external high-water events, and was assumed to have occurred non-coincidental to a river flood. Therefore , backwater or tailwater was not considered.
Per recommendat i ons provided by NUREG/CR-7046, runoff losses were ignored during the LIP event to maximize the runoff from the event. The site is predominantly impervious and, therefore , accounting for losses would have very minimal impact on the results. The soil types in prev i ous surfaces are class i fied by the USDA-NRCS as be i ng within Hydrologic Soil Group (HSG} A, which is characterized as having saturated Infiltration rates ranging from 0.6 inches per hour to 20.00 inches per hour (Reference 11}. However, given that the major i ty of the site is impervious, the saturation infiltration rates can be assumed to be toward the low end of this range and negligible compared to the rainfall intensity for an LIP event. If included, the NRC would require the utility to provide justification for crediting losses (Reference 9). Only overland flow and open channel systems were modeled and considered in the LIP flooding analysis. RCN: LIP-1 22.8 Page 7of16 Local Intense Precipitation Evaluat i on Report Oyster Creek Nuclear Generating Station Exelon Co r poration Ma r ch 25, 2016 Rev8 s o 2 0 0 .oo eoo J1111111!
1 Ffft Figure 2: FL0-20 Model Boundary Legend l::] M ode l Bo un da ry -B u il d i n g Type of Barriers --J e r se y Ba r ri e r -Se cu ri ty Ba rri e r ----M eta l Sec u ri ty W a ll --S t o n e W a ll RCN: LIP-122.8 Page 8of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 b. Topography The FL0-2D model was constructed from a digital elevation model (DEM) produced from available photogrammetric survey data, supplemented with a field survey completed to characterize grading, slopes, drainage div i des, and low areas of the site. A digital CAD file of the photogrammetric survey data collected in 2004 was provided by Exelon (Reference 3). The survey data provided 1-foot contours of the site. AMEC accepted the survey data through a commercial grade dedication process under AMEC's Quality Assurance Program. AMEC considered the photogrammetric survey sufficient as a baseline for the LIP evaluation. Supplemental field surveys of the site were completed to incorporate site features that were not identified by the photogrammetric survey. The features included depressions/low points and jersey and security barriers. The field survey was performed in July of 2012 by a Professional Land Surveyor licensed in the State of New Jersey (Reference 12). The supplemental field survey data was incorpo r ated into the photogrammetric survey using AutoCAD Civil3D software to produce the DEM. The DEM was clipped to match the FL0-2D model limits shown in Figure 2 above. c. Land Cover The FL0-2D model uses Manning's Roughness Coefficients (n-values) to characterize the site's surface roughness and calculate effects on flow depths and velocities.
Land cover for the site was evaluated using interpretation of orthoimagery that was verified in the field by AMEC during subsequent visits to the site. N-values were assigned to each land cover type and based on ranges described on page 22 of the FL0-2D Reference Manual (Reference 6). The assigned n-values are provided in Table 1 below. Table 1: Assigned Manning's Roughness Coefficients (n-Values) Land Cover Surfaces of Oyster Creek Station 1 Recommended Range Assigned n-value of n-values 2 Bermuda and dense grass, dense vegetation 0.17 -0.48 0.32 Shrubs and forest litter, pasture 0.30-0.40 0.40 Asphalt, Concrete, or Buildings 0.02 -0.05 0.035 Gravel 3 -0.05 Water surface 4 -0.02 'Land cover surface per ortho i magery and field verification. 
'Recommended ranges of Manning's n-values per page 22 of the FL0-20 Reference Manual provided in Appendix A. 'Gravel surfaces were assigned a n-value from the upper range for Asphalt/Concrete to re Hect the roughness of the material. 
*water surfaces assigned a n-values from the lower range for Asphalt/Concre t e to renect m i nimal roughness. %Coverage 39% 26% 14% 9% 12% As noted in Table 1, the n-values assigned to gravel and water land cover surfaces are values from the recommended range for asphalt/concrete to reflect their surface roughness.
Gravel was assigned the high end of the range to account for typical irregularities in the gravel surface. The Manning's n-value for water was assigned the low end of the range to account for internal friction.
Shrubs and forest litter were RCN: LIP-122.8 Page 9of16 Local Intense Precipi.tation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 assigned a Manning's n-value towards the upper end of the recommended range to account for the observed dense brush surface. The rest of the land cover surface categories were assigned the middle of their respective recommended ranges. A sensitivity analysis was performed on the n-values to evaluate the effect this parameter has on the maximum water surface elevation. As part of the analysis, the upper and lower ranges of the Manning's values presented in Table 1 were run through the FL0-20 model. The results indicated that the differences in water surface elevations between the upper and lower range values of the Manning's n-values presented in Table 1 are within +/- 0.08 ft. This also suggests that the LIP peak flood levels for much of the site are controlled by floodwaters ponding or backing-up at constrictions (e.g., catch basins and small culverts), reducing the effect of surface friction on flow depths. d. Probable Maximum Precipitation The 1-hour PMP event distribution was developed using HMR 52. Per NUREG/CR-7046 (Reference 9), the LIP event is defined as a 1-hour/1-square
-mile PMP event. The total PMP depth per square mile for the 1-hr event was extrapolated from the PMP depth contour map provided in Figure 24 of HMR 52 (Reference 7). The distribution of the 1-hr PMP was developed for the 5-, 15-, and 30-minute time intervals, with the 60-minute interval being the 1-hr PMP depth. The depth for each time interval was calculated using the ratios obtained from Figures 36, 37, and 38 of HMR 52 (Reference 7). The 1-hr PMP distribution is provided in Table 2 and Figure 3 below. The 1-hour PMP event was run through the FL0-20 model to calculate the subsequent site flooding.
Time (minutes) 0 5 15 30 60 Table 2: 1-hour/1-sq-mi PMP Distribution for Oyster Creek Station Percent Total PMP Cumulative Depth Reference 
(%) (inches) 0% 0.00 -33.46% 6.05 HMR 52, Page 94, Figure 36 52.58% 9.50 HMR 52, Page 95, Figure 37 75.46% 13.64 HMR 52, Page 96, Figure 38 100% 18.07 HMR 52, Page 79, Figure 24 RCN: LIP-122.8 Page 10of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Revs 1-hr PMP Distribution 20 18 16 I I I I I I I I I l I .c ... :&sect;. 14 I I J.-----1 -s 12 D. QI Q 10 8 6 c 'iii 4 a:: 2 0 I I I IY /i I /I I I 0 I I J.... --r !..-
I I I I I I I I I I 10 20 'I I I I I I ' I I I I I I I I I I I : I I I I I I I I I I I I I I I I 30 40 Time (minutes)
I I H---, _:--I I I I I I I I I I I I I . I I I so 60 Figure 3: 1-hour/1-sq-mi PMP Distribution for Oyster Creek Station 4. RESULTS The LIP flooding evaluation, as per the Case 3 assumptions of NUREG/CR-7046, Section 3.2 {Reference 
: 9) produced results that include flooding depths, water surface elevations , velocities, resultant static loads, and resultant impact loads that could be expected for an LIP event at the site. The maximum resultant impact load and maximum resultant static load are expressed as pounds force per unit width. Multiplying these loads by the horizontal width of the structure within the grid element will provide the magnitude of the resultant force. Detailed calculations, results, and figures are presented in AM EC Calculation Package LIP-OYS-001(Reference1}. The calculated maximum results of the LIP evaluation are presented in Table 3. The FL0-20 model shows peak LIP flood elevations around the plant ranging between 23.04 and 24.39 feet NAVO 88 {23.06 and 24.41 feet MSL) for the Reactor Building and between 21.49 and 23.21 feet NAVO 88 (21.51 and 23.23 feet MSL} for the Turbine Building. This is 4.09 feet lower to 0.91 feet higher than the design-basis peak LIP flood elevation of 23.48 feet NAVO 88 {23.50 feet MSL). In comparing available information from the design-basis evaluation 
{References 2 and 4), the difference appears to be attributable to assumptions and methods used in developing the design-basis flood levels. The design-basis flood evaluation appears to have included the effects of the storm sewer system being operational during the event. Based on the FL0-20 model output, features such as grated catch basins, and other constrictions/obstructions, control much of the flooding during an LIP event. The design basis evaluation appears to have assumed that the storm sewer conveyance was uninhibited.
Results provided in this report are direct outputs from the FL0-20 model. The FL0-20 model reports results to the hundredth of a foot. However, based on the sensitivity analysis of Manning's n values, an accuracy of +/-0.1 foot should be taken into consideration when evaluating the reported results. RCN: LIP-122.8 Page 11of16 local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Table 3: LIP Predicted Flooding Results at the Oyster Creek Station Max. Max. Resultant Max. Water Surface Elevation Flooding Max. Velocity Impact Lo a d Build i ng Name Depth ft (NAVO 88) ft (MSL) ft ft/sec. lb/ft Dies e l Generator Build i ng 19.39 -23.64 19.41 . 23.66 0.1-1.6 0.39 -1.76 0.41-10.5 Storage Build i ng 22.52 -23.03 22.54 -23.05 0.11-0.71 0.2 -1.07 0.48 -6.42 XFMR (Transformers) 21.47 -22.57 21.49 -22.59 0.22 -0.58 0.34 -1.9 1.01-5.18 Pre-Treatment Building 22.2-22.68 22.22. 22.7 0.2 -0.68 0.45 -1.64 0.7-7 Old Machine Shop 22.68. 23.26 22.7 -23.28 0.16 -1.12 0.39 -1.17 1.6. 59.95 Security Building 22.89 -23.11 22.91 -23.13 0.11-2.04 0.24. 1.24 0.55 -9.61 Office Build i ng 22.98 -23.14 23 -23.16 . 0.27 -1.14 0.37 -1.34 1.58-94.03 Reactor Building 23.04 -24.39 23.06 -24.41 1.04. 2.36 0.27 -2.35 1.53 -91.59 Mac Facility 24.38 -24.43 24.4 -24.45 1.38 -1.43 0.46-1.47 10.H-92.82 Respirator Facility 23.21 -23.23 23.23 -23.25 1.21 -1.23 0.66 -1.19 10.85 -99.95 Storage Tank T-12-4 22. 79. 23.53 22.81 -23.55 0.12 -1.53 0.41*0.99 0.61*11.96 T.8.Dirty Oil Tank 22.14 -23.23 22.16 -23.25 0.12 -0.51 0.27 -1.1 0.56 -1.98 Cond Storage Tank 22.14 -22.93 22.16 -22.95 0.14 -1.93 0.5 -2.77 0.19 -22.1 Chlorination Facility 14.68 -22.86 14.7 -22.88 0.11-0.86 0.34 -3.71 0.46 -12.74 Turbine Bu i ld i ng 21.49. 23.21 21.51 -23.23 0.12 -2.61 0.32 -3.43 0.69 -94.76 Ma x. Resultant S t atic Load lb/ft 0.34 -79.62 0.35 -15.86 1.47 -10.49 1.26 -14.56 0.77. 39.12 0.38 -71.51 2.23 -40.88 5.98 -74.3 59.43 -63.82 45.57 -47 .11 0.42-72.62 0.43 -8.01 0.64 -31.54 0.36-22.96 0.41 -91.1 The maximum predicted LIP flooding results at critical entrances to the site buildings (shown in Figure 4) are provided in Table 4. Table 4: LIP Predicted Flooding Results at the Main Doors of the Site Buildings Max. Max. Reference Max. Water Surface Flooding Max. Resultant Door No. Grid Element Elevation Velocity Impact No. Depth Load ft (NAVO 88) ft (MSL) ft ft/sec. lb/ft Door 1 24458 22.70 22.72 0.70 0.91 8.68 Door 2 26887 22.7 5 22.77 0.75 0.85 6.92 Door 3 23275 22.70 22.72 0.70 0.85 8.44 Door4 26895 23.16 23.18 0.20 0.57 2.58 Door 5 22982 22.70 22.72 0.70 0.52 0.88 Ooor6 27829 23.02 23.04 1.02 0.50 7.26 Door 7 30020 23.07 23.09 1.07 0.62 1.57 Doors 31919 23.20 23.22 1.20 0.59 5.93 Door9 26009 24.35 24.37 1.35 0.84 91.59 Door 10 20654 22.62 22.64 0.62 1.29 4.67 Door 11 20647 22.82 22.84 0.82 0.64 4.47 Door 12 19802 23.57 23.59 0.57 1.22 3.66 Door 13 18978 23.63 23.65 0.63 0.43 2.90 Door14 28471 24.36 24.38 2.36 0.27 24.52 Max. Resultant Static Load lb/ft 15.28 17.63 15.11 1.30 15.12 32.73 35.81 45.16 57.09 11.82 20.75 10.31 12.48 74.30 RCN: LIP-122.8 Page 12of16 local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corpo r ation March 25 , 2016 Reva The predicted LIP flooding depths and duration above the station grade elevation at the critical entrances to the site buildings are provided in Table 5. Table 5: LIP Predicted Flood i n g Depths above the Station Grade/ Door Sill at the Main Doors of the S i te Buildlngs Reference Max. Flooding Depth Grid Max. Water Surface Station Grade/ Door Above the Station Door No. Element Elevation Sill Elevation Grade/Door Sill No. Elevation (ref. 1) ft (NAVO 88) ft (MSL) ft {MSL) ft Door 1 1 24458 22.70 22.72 23.50 -0.78 Door 2 1 26887 22.75 22.77 23.SO -0.73 Door 3 1 23275 22.70 22.72 23.50 -0.78 Door 4 1 26895 23.16 23.18 23.50 -0.32 Door 5 1 22982 22.70 22.72 23.50 -0.78 Door6 1 27829 23.02 23.04 23.50 -0.46 Door 7 1 30020 23.07 23.09 23.50 -0.41 Door8 1 31919 23.20 23.22 23.50 -0.28 Door 9 1 26009 24.35 24.37 23.50 0.87 Door 10 2 20654 22.62 22.64 23.62 -0.98 Door 11 2 20647 22.82 22.84 23.61 -0.77 Door 12 2 19802 23.57 23.59 23.60 -0.01 Door 13 2 18978 23.63 23.65 23.69 -0.04 Door 14 1 28471 24.36 24.38 23.50 0.88 1 Plant grade elevation of 23.5 ft MSL per UFSAR Section 2.4 (Reference 
: 4) converted to 23.48 ft NAVO 88. 1 Door sill elev a tions est i mated per draw i n g DRC 06-121-203, Rev O (Reference 13). Flooding Duration Above the Station Grade/Door Sill Elevation hrs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.52 0.00 0.00 0.00 0.00 1.41 RCN: LIP-122.8 Page 13of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Rev8 Figure 4: Locations of Doors RCN: LIP-122.8 Page 14of16 Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Revs 5. CONCLUSIONS ( Per the UFSAR, the OCNGS grade elevation is 22.98 ft NAVO 88 (23.00 feet MSL) (Reference 4). The floor elevations of the Reactor and Turbine Buildings are 6 inches above grade at elevation 23.48 ft NAVO 88 (23.50 feet MSL) (Reference 4). According to the UFSAR (Reference 4), the previous LIP investigation concluded that the LIP water surface elevations would not exceed the finished floor elevation of the plant. The results show that the predicted maximum LIP flooding water surface elevations at the main doors of the site buildings range between 22.62 and 24.36 feet NAVO 88 (22.64 and 24.38 feet MSL), which is 0.86 ft lower to 0.88 ft higher than the station grade elevation.
The results in Table 5 show that the approximate water surface elevation at Door 9 could remain above the plant grade for approximately 1.52 hours, and at Door 14 for approximately 1.41 hours. However, the approximate water surface elevations at the other doors evaluated in this study appear to be below the plant grade or the door sill elevation 
*. Based on the results of AMEC's UP flooding evaluation (Reference 1), the need for incorporation of additional flood protection measures should be further evaluated for Door 9 and Door 14, since it appears the LIP flooding elevation exceeds the current protection level per the CLB documents at these locations.
The LIP flooefing is a short-duration storm, however necessary warning time is provided to the site through established procedures. 
: 6. REFERENCES 
: 1. AMEC Calculation Package LIP-OYS*OOl (2016). Oyster Creek Nuclear Generating Station Local Intense Precipitation.
Rev. 7. ,_ 2. AmerGen Energy Company, LLC (August 2000). Oyster Creek Generating Station, Docket No. 50-219, Reply to RAl*on IPEEE; 3. Birdsall Services Group (2004), Oyster Creek Nuclear Generating Station Photogrammetric Survey. 4. Exelon Nuclear, Oyster Creek Nuclear Generating Station (2009). Oyster Creek Nuclear Generating Station Updated Final Safety Analysis Report (OCNGS UFSAR), Revision 17. 5. FLO 20 (2009). Data Input Manual. Version 2009.06 6. FLO 20 (2009). Reference Manual. Version 2009. 7. U.S. Department of Commerce, National Oceanic and Atmospheric Administration, and U.S. Department of the Army Corps of Engineers (1982). Hydrometeorological Report. No. 52 (HMR-52), Application of Probable Maximum Precipitation Estimates 
-United States East of the 105 1 h Meridian. 
: 8. United State Department of Commerce, Oceanic and Atmospheric Administration (NOAA) (2003). Published Bench Mark Sheet for 8533615 BARNEGAT INLET (INSIDE) NEW JERSEY. Available at http://tidesandcurrents.noaa.gov/benchmarks/8533615.html, accessed 10/5/12. RCN: LIP-122.8 Page 15of16 J l Local Intense Precipitation Evaluation Report Oyster Creek Nuclear Generating Station Exelon Corporation March 25, 2016 Revs 9. United States Nuclear Regulatory Commission (2011). NUREG/CR-7046,'
Design-Basis Flood Estimation for Site Characterization at Nuclear Power Plants in the United States of America 10. U.S. Nuclear Regulatory Commission (July 1988). NUREG-0822 Supplement No.l, Integrated Plant Safety Assessment Systematic Evaluation Program, Oyster Creek Nuclear Generating Station. 11. United States Department of Agriculture, Natural Resources Conservation District (October 12, 2012). Custom Soil Resource Report for Ocean County, New Jersey. 12. ACT Engineers, Inc. (August 14, 2012). Survey Report/or Oyster Creek Nuclear Power Station Local Intense Precipitation Flooding Hazard Analysis, Lacey and* Ocean Townships, Ocean County, New Jersey. Exelon Nuclear, Oyster Creek Nuclear Generating Station (2009). Drawing DRC 06-121-203 Rev AS-BUILT Survey Diesel Generator Building Security.
RCN: LIP-122.8 Page 16of16 Enclosure 2 Oyster Creek Nuclear Generating Station DVD labeled: Oyster Creek Nuclear Generating Station, Calculation LIP-OYS-001, Rev. 7 Local Intense Precipitation FL0-20 Model, RCN:LIP-310.7, Input and Output Files, April 5, 2016 Enclosure 3 Oyster Creek Nuclear Generating Station Summary of Regulatory Commitments The following table commitments made in this document. (Any other actions discussed in the submittal represent intended or planned actions. They are described to the NRC for the NRC's information and are not regulatory commitments.)
Commitment Commitment Interim Actions Taken or Implementation Type Type Item Planned to Take as Included Date Number in the Reevaluation Report (Committe_d One-Time Programmatic (Commitment)
Date or Outage) Action (Yes/No) (Yes/No) 1 . . Sand bags for installation at August15,2016 No Yes Door DR-814-39 will be pre-staged outside the Drywell processing center (South Entrance) near the Service Water Rad monitoring shed. Sandbagging Dpor DR-814-39 will provide protection for the RB Northeast Airlock entrance (Door 14 in Enclosure 1 ). There is minimal preparation and installation time required.}}