View source for L-2014-043, Response to Request for Additional Information 6, 10, and 11 Re Supplemental Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Re the Flooding Aspects of Recommendation 2.1 of Near-Term Task Force Review..

{{Adams
| number = ML14073A065
| issue date = 02/26/2014
| title = Response to Request for Additional Information 6, 10, and 11 Re Supplemental Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Re the Flooding Aspects of Recommendation 2.1 of Near-Term Task Force Review..
| author name = Kiley M
| author affiliation = Florida Power &amp; Light Co
| addressee name = 
| addressee affiliation = NRC/Document Control Desk, NRC/NRR
| docket = 05000250, 05000251
| license number = 
| contact person = 
| case reference number = L-2014-043
| document type = Letter type:L
| page count = 18
| project = 
| stage = Response to RAI
}}

=Text=
{{#Wiki_filter:0                                                                                 February 26, 2014 FPL.                                                                                  L-2014- 043 U.S. Nuclear Regulatory Commission Attn: Document Control Desk Washington, D.C. 20555-0001 Re: Turkey Point Units 3 and 4 Docket Nos. 50-250 and 50-251 Response To Request For Additional Information (RAI) 6, 10, and 11 Regarding Supplemental Response to NRC Request for Information Pursuant to 10 CFR 50.54(f)
Regarding the Flooding Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident

==References:==
: 1. 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, ML12073A348.
: 2. FPL Letter, M. Kiley to NRC, L-2013-087, Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Regarding the Flood Hazard Reevaluation of Recommendation 2.1, dated March 11, 2013, ADAMS Accession No. ML13095A196.
: 3. FPL Letter, M. Kiley to NRC, L-2013-256, Florida Power and Light Company's, Turkey Point Units 3 and 4, Supplemental Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Regarding the Flooding Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident, dated August 22, 2013 ADAMS Accession No. 13248A312.
: 4. NRC email from Audrey Klett to Bob Tomonto, Request for Additional Information -
Turkey Point 3 & 4 - Flood Hazard Reevaluation Report (FHRR) - Recommendation 2.1-Flooding (TACs MF 1114/15), dated January 15, 2014 ADAMS Accession No.
ML14016A277.
: 5. FPL Letter, M. Kiley to NRC, L-2014-023, Florida Power and Light Company's, Turkey Point Units 3 and 4, Response To Request For Additional Information Regarding Supplemental Response to NRC Request for Information Pursuant to 10 CFR 50.54(f)
Regarding the Flooding Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident, dated January 31, 2014.
: 6. NRC email From Audrey Klett NRC to Bob Tomonto FPL 

==Subject:==
Request for Additional Information - Turkey Point 3 & 4 - Flood Hazard Reevaluation Report (FHRR) - Recommendation 2.1 - Flooding (TACs MF 1114/15), Dated February 5, 2014 ML14036A274 Florida Power &Light Company FL 33035 9760 S.W. 344'" Street Homestead, FL 33035

Turkey Point Units 3 and Unit 4                                                         L-2014-043 Docket No. 50-250 and 50-251                                                             Page 2 of 2 On March 12, 2012, the NRC issued Reference 1 to all power reactor licensees and holders of construction permits in active or deferred status. Enclosure 2 of Reference I requested that each licensee perform a reevaluation of external flooding sources and report the results in accordance with the NRC's prioritization plan. Florida Power & Light Company (FPL) submitted the Flood Hazard Reevaluation for Turkey Point Units 3 and 4 in Reference 2. FPL provided supplemental information regarding interim actions taken, associated supporting actions, and implementation dates for these supporting actions (Reference 3).
On January 15, 2014, the NRC requested FPL to respond to the request for additional information (RAI) for the Turkey Point Units 3 and 4 Flood Hazard Evaluation Report by January 31, 2014 for RAI questions 1-9 and by February 28, 2014 for questions 10 and 11 (Reference 4). On January 30, 2014, FPL discussed with Ms. Audrey Klett, NRC Project Manager for Turkey Point Units 3 and 4, the need to extend the due date for RAI-6 to a mutually agreed upon date. FPL submitted responses to RAIs 1-5, and 7-9 (Reference 5). Subsequently, the NRC revised RAI-6 and requested FPL to respond by February 28, 2014 (Reference 6).
The enclosure to this letter contains the response to RAI questions 6, 10, and 11.
This letter does not include any additional and or new regulatory commitments.
Should you have any questions concerning the content of this letter, please contact Mr. Robert J.
Tomonto, Turkey Point Licensing Manager, at 305-246-7327.
I declare under penalty of perjury that the foregoing is true and correct.
Executed on February,__,     2014.
Sincerely, Michael Kiley Vice President Turkey Point Nuclear Plant Enclosure cc:     USNRC Regional Administrator, Region II USNRC Project Manager, Turkey Point Nuclear Plant USNRC Senior Resident Inspector, Turkey Point Nuclear Plant

L-2014-043 Enclosure Florida Power & Light Company's Turkey Point Units 3 and 4 Response to NRC Request for Additional Information (RAI)
Questions 6, 10, 11 NRC Request for Information Pursuant to 10 CFR 50.54(f)
Regarding the Flood Hazard Reevaluation Report (FHRR)
Recommendation 2.1 -Flooding Page 1 of 16

L-2014-043 Enclosure NRC RAI No. 6:
Section 3.2 Local Intense Precipitation and Associated Site Drainage The NRC staff requests additional information to complete its review of the tabulated maximum predicted water elevations, depths, and flow velocities at 33 discrete points of interest, which the licensee identifies as potentially vulnerable areas. The NRC staff requests the licensee to provide a diagram or site plan that identifies/labels the facilities or buildings associated with the 33 locations for which flow depths and elevations are calculated for local intense precipitation Scenario A (see Table 4-2 of the FHRR). The NRC staff also requests the licensee to provide the maximum elevations and heights above local grade at the exterior of safety-related structures associated with these 33 locations. Please also confirm that evaluation of the resulting effects of water that has entered these structures will be evaluated and submitted as part of the integrated assessment.
FPL Response to RAI No. 6:
The 33 discrete points of interest (POI) that were selected are related to potentially vulnerable areas such as openings in the perimeter flood barriers water could build up and backflow into buildings. As requested, Figures 6.1 and 6.2 identify the facilities or buildings associated with the 33 POI locations. Figure 6.1 shows facilities or buildings associated with POls 1 through 29 and Figure 6.2 shows facilities or buildings associated with POls 30 through 33.
Information associated with each POI location is provided in Table 6-1, including the POI location, door entry number, door entry elevation, maximum water surface elevation (WSEL), depth above the door, ground surface elevation, and depth above ground surface (flow depth). The values provided in Table 6-1 have been updated based on the response to RAI 1. The plant floor is at Elevation +15.7 feet-NAVD88 in the power block area, which includes the Turbine Building, Auxiliary Building, and Control Building.
In development of the FLO-2D computational domain, multiple survey/topographic points were averaged to determine the elevation of each element. Thus, the elevation of selected critical POls near the Auxiliary and Turbine Buildings were surveyed to ensure an accurate translation of the FLO-2D output water depths to critical WSELs (Table 6-1). The adjusted WSEL and water depths above the floor at these POls are provided.
Since FLO-2D output flow depths are insensitive to small topographic changes in the LIP analysis, these adjusted values are more appropriate for subsequent analyses as they more closely represent the actual levels above the floor elevations removing elevation interpolation performed during the FLO-2D evaluation (see Figure 6-3). In evaluating water levels at the selected critical POls it is appropriate to use the adjusted water level values rather than the model output values.
After submittal of the responses to RAIs 1 through 5 and 7, FPL was informed by its vendor who prepared the FLO-2D model that a software error notice was received from their supplier of FLO-2D. The error was evaluated and determined not to have an impact on the Turkey Point (PTN) results. While evaluating the impact of the error, it was discovered that the model that was developed treated the building areas as being at the level of the adjacent ground, rather than above the ground. Therefore, depending on the hydraulic gradient away from the structure, flow from roofs could be inhibited, or possibly detained.
As part of the Integrated Assessment, the FLO-2D model will be refined by providing roof elevation above grade and include the Condenser Pits, CCW pits, flood walls, roof drainage features, interior building structures. These details will redirect runoff flow in some areas which could result in changes to presently-calculated maximum water depths adjacent to exterior of buildings. It is anticipated that the inclusion of the Condenser Pits will increase flow gradients and reduce water levels in and around the Turbine Building area (POIs 1-12 and 27-29). Changes to water levels near the east side of the Auxiliary Building (POls 15-20),
however, are not readily apparent before the analysis is complete but are not anticipated to be significant.
Page 2 of 16

L-2014-043 Enclosure 100      200 Feel-. Wo     F-L PonsoWnerest ource im g r
                        . S-!&#xfd;           ERWorld Ima?erY ServceA Figure 6 Points of Interest Located Near Intake Canal and ISFSI Pad Page 4 of 16

L-2014-043 Endosure Table 6 Flow Depths, Peak Water Surface Elevations at Each Point of Interest Location Floor         Maximum                        Modeled Ground   Resulting        Measured      Corrected   Corrected Point of                                              Door    Elevation       Resulting                          Surface     Depth Above     Ground Surface  WSEL (ft-6 Depth Above Interest                      Location         .      EntN.t     (ft-           WSEL 88)  Resulting  Depth     Elevation No. NAVD88)      (tt-NAVD       Above Floor  (ft)      NAVD88)(ft-   Ground(ft)
Surface          Elevation NAVD88)) (ft- NAVD88)     Floor (ft)6 S(a)                                           (b)             (c)                (d)           (e)              (f)
(g           -(           (h 1           Unit 4 Instrument Air Equipment Area      3      15.70           15.97           0.27               15.05         0.92             15.70        16.62        0.92 2              Unit 4 Lube Oil Reservoir Area       N/A       N/A            15.97           N/A                14.65         1.32             15.20        16.52         N/A 3                Unit 4 Main Condenser Area           5      15.70           15.93           0.23               14.95         0.98             15.30        16.28        0.58 4                    Unit 4 Auxiliary Area            6      15.70           15.98           0.28               15.30         0.68             15.53        16.21        0.51 5                    Unit 4 Auxiliary Area            7      15.70           15.98           0.28               15.30         0.68             15.62        16.30        0.60 6           Unit 3 Instrument Air equipment Area      8      15.70           16.27           0.57               15.67         0.60             15.70        16.30        0.60 7                Unit 3 Main Condenser Area        9 and     15.70           18.03           2.33               17.42         0.61             15.37        15.98        0.28 10 8                Unit 3 Main Condenser Area          11      15.70           15.89           0.19               15.20         0.69             15.37        16.06        0.36 9                    Unit 3 Auxiliary Area           12      15.70           18.03           2.33               17.42         0.61             15.62        16.23        0.53 10                   Unit 3 Auxiliary Area           13      15.70           15.78           0.08               15.05         0.73             15.53        16.26        0.56 11     Units 3 and 4 Auxiliary Feedwater Pump Area   14      15.70           16.14           0.44               15.49         0.65             15.45        16.10        0.40 12       Unit 3 Switchgear/D.G. Building Vestibule   15      15.70           16.18           0.48               15.49         0.69             15.45        16.14        0.44 13        Outside building near Emergency Diesel    N/A       N/A            18.97           3.27               17.80         1.17             15.37        16.54         N/A Generator Rooms 14          Outside Unit 3 Containment Building     N/A       N/A            20.43           4.73               19.83         0.60               (')          (7)         ()
15     Unit 3 Spent Fuel Pit Heat Exchanger Room     16      15.70           17.11           1.41               15.67         1.44               (7)            )         U 16    Units 3 and 4 Boric Acid Tanks and Pump Room   17      15.70           17.04           1.34               15.77         1.27               (7)
Unit 3 New Fuel Storage Room         and 18 17      Unit 3 Component Cooling Pump and Heat       19      15.70           16.76           1.06               15.52         1.24               (7)            )         (7)
Exchanger Area 18      Unit 4 Component Cooling Pump and Heat       20      15.70           16.59           0.89               15.37         1.22               (7)          (7)         (7)
Exchanger Area 19             Unit 4 New Fuel Storage Room          21      15.70           16.41           0.71               15.79         0.62               (7)          (7)         U) 20      Unit 4 Spent Fuel and Heat Exchanger Area    22      15.70           16.30           0.60               15.47         0.83               (7)          (7)         (7) 21                    Radwaste Building            SL-1'     15.70           16.28           0.58              15.60          0.68               (7)          U)          U)
SL-2 22                    Radwaste Building             and      15.70           16.34           0.64               15.50         0.84               U)           (7)           )
SL-4' 23                    Radwaste Building             N/A       N/A            16.25           0.55              15.65          0.60               (7)          (7)         (7) 24                    Radwaste Building             N/A       N/A            16.11           N/A               15.50          0.61               (7)          ()          (7) 25                    Radwaste Building             N/A       N/A            19.23           N/A               18.61          0.62               (7)          (7)         (7) 26          Outside Unit 4 Containment Building     N/A       N/A            28.61           N/A               28.01         0.60                (7)          (7)         (7) 27       Unit 4 Steam Generator Feed Pump Area        1      15.70           16.01           N/A                15.29        0.72                (7)          (7)         (7) 28          Unit 4 Instrument Air Equipment Area      2      15.70           16.01           0.31              15.30         0.71              15.20        15.92        0.22 29     Unit 4 Compressors and Condensate Storage    N/A       N/A            15.95           0.25              15.29         0.66              15.20        15.91        0.21 Page 5 of 16

L-2014-043 Enclosure Floor         Maximum                                Modeled Ground     Resulting        Measured      Corrected  Corrected Pointof                                                          Door      Elevation       Resulting -                                  Surface     Depth Above     Ground Surface  WSEL (ft- Depth Above Ground(ft)-    Elevation (ft-            F Interest                         Location                        Entr eNo.         (ft-NAVD88)           WSEL88)2 (t-NAVD             Resulting Above Floor  Depth (ft)         NAVD88)(ft-Elevation      Surface           NAVD88)       NAVD88)    Floor (ft)'
                -                                                             (a)             (b)                   (c) -                  (d)           (e)      ,       (f)
Area 30                            ISFSI Pad                        N/A         N/A            4.48                  N/A                    3.88          0.60            1520          15.86       N/A 31                            ISFSI Pad                        N/A         N/A            3.02                  N/A                    2.13          0.89              (7)            (7)       77) 32                       South of ISFSI Pad                   N/A          N/A            3.20                  N/A                    2.45          0.75              (7)            77        (7) 33            East Heavy Haul Route - inside nuclear          N/A          N/A            15.01                 N/A                   14.41          0.60              (7)           (7) parameter fence near Water Treatment Area           N
: 1. Stop Log locations and numbers obtained from Drawing number 5610-C-1695, Revision 7, March 2008.
: 2. Maximum WSEL and depth above ground surface are based on values in response to RAI 1.
: 3. Area of high ground surface elevation.
: 4.  'SL' designates Stop Log location.
: 5. Measured elevations of POls (FPL, 2014).
: 6. Corrected WSEL and water depths at doors were determined by using the measured ground elevations with the modeled water depths.
: 7. Measure elevations are not available at building wall Figure 6 Adjusted Ground Elevation Page 6 of 16

L-2014-043 Enclosure NRC RAI No. 10:
Section 4.0 Integrated Assessment The March 12, 2012, 50.54(f) letter, Enclosure 2, requests the licensee to perform an integrated assessment of the plant's response to the reevaluated hazard if the reevaluated flood hazard is not bounded by the current design basis. The NRC staff requests the licensee to provide the applicable flood event duration parameters (see definition and Figure 6 of the Guidance for Performing an Integrated Assessment, JLD-ISG-2012-05) associated with mechanisms that trigger an Integrated Assessment. This includes (as applicable) the warning time the site will have to prepare for the event, the period of time the site is inundated, and the period of time necessary for water to recede off the site for the mechanisms that are not bounded by the current design basis. The NRC staff also requests the licensee to provide a basis for the flood event duration parameters. The basis for warning time may include information from relevant forecasting methods (e.g., products from local, regional, or national weather forecasting centers).
FPL Response to RAI No. 10:
The Guidance for Performing an Integrated Assessment for External Flooding, JLD-ISG-2012-05 (NRC, 2012), defines the flood event duration parameters, shown in Figure 10.1:
flood event duration
                    ---------------------------
site preparation                               periodof                  recessionof for flood event                             inundation                water from site Conditions are met                             Arrival of flood                      Water begins to            Water completely for entry into flood                           waters on site                        recede from site           receded from site procedures or                                                                                                and plantin safe notification of                                                                                               and stable state impending flood                                                                                                  that can be maintained indefinitely Figure 10.1 - Illustration of Flood Event Duration (Figure 6 from NRC, 2012)
The flood event duration is defined as the time from when conditions are met for entry into flood procedures or notification of impending flood to when water has completely receded from the site with the plant in an indefinite safe and stable state. The flood event duration can be divided into shorter durations of interest: 1) site preparation, 2) period of inundation and 3) recession from site. Site preparation may include warning time from when a meteorological forecast predicts inclement weather, as in the case of precipitation and hurricane events. Site preparation may be limited to when the flooding mechanism is initiated, such as a tsunamigenic earthquake or landslide. The period of inundation exists from when the flood arrives on site to the peak of the flooding event. The recession of water occurs between the peak of the flooding event and when flood waters have completely evacuated the site.
Page 7 of 16

L-2014-043 Enclosure The Turkey Point Nuclear Generating Station Units 3 & 4 (PTN) plant grade elevation is +15.7 feet North American Vertical Datum 1988 (NAVD88) at the power block, which includes the Turbine Building, Auxiliary Building, and Control Building. This area is significantly higher than the surrounding topography. The plant grade elevation was used to define the maximum period of inundation and recession for each flooding or operability mechanism. A summary of the flood duration parameters for each flooding mechanism is listed in Table 10.1. Details on how each duration was determined are provided in the following sections.
Table 10.1 - Flood Duration Parameters at PTN Probable                Local Intense       Probable Elevated Winds Surge(LIP)Maximum Storm           Precipitation       Maximum (PMT)
Tsunami Water Levels Site preparation               72 hours                 48 hours                48 hours            2 hours of inundation 73 hours Period________________                                  2 hours 1               30 minutes          N/A
_________
Recession from site                                     3 hours2                45 minutes          N/A Event duration                 145 hours                53 hours                49.25 hours         2 hours
: 1. Still water value shown. Add I additional hour to Include wave run-up
: 2. Still water values shown. Add 2 additional hours to Include wave run-up
: 3. LIP coincident with PMSS Duration of Elevated Winds Tropical-storm-force winds (39 miles per hour [mph] or greater) may affect plant operability.
Preparation for a hurricane or tropical storm event is incorporated within the PTN Administrative Procedure 0-ADM-1 16 for Hurricane Season Readiness. Severe weather preparations are initiated 72 hours prior to the projection of tropical storm force winds (PTN, 2012). Tropical storm watches are issued 48 hours in advance of the anticipated tropical-storm-force winds by the National Hurricane Center (NHC); warnings are issued 36 hours in advance (NOAA, 2014a). Since the PTN severe weather preparations are procedurally directed to start prior to the 48-hour tropical storm watch forecast from NHC, 72 hours is the proper preparation/warning time for tropical-storm-force winds.
The duration of elevated winds associated with the PMH at PTN is 73 hours. Thus, the total duration of the event is 145 hours.
Probable Maximum Storm Surge Storm surge probabilities, based on NHC official advisory, are available approximately 48 hours in advance of tropical-storm-force winds. The NHC produces a set of updated storm surge probability graphics for every active hurricane watch or warning along any portion of the Gulf of Mexico or Atlantic coasts of the continental United States. These graphics are updated on the NHC website approximately 30 minutes following the issuance of the NHC Page 8 of 16

L-2014-043 Enclosure tropical cyclone advisories at 4:00 a.m. eastern standard time (EST), 10:00 a.m. EST, 4:00 p.m. EST, and 10:00 p.m. EST (NOAA, 2014b). Since the surge levels are likely not to be above plant grade at the onset of tropical-storm-force winds, 48 hours provides the lower bound of possible preparation time. Turkey Point administrative procedure 0-ADM-1 16 also directs storm surge preparation activities to start at 48 hours prior to arrival of tropical storm winds.
For the probable maximum storm surge (PMSS) produced by the PMH, the period of inundation of the storm surge water levels above plant grade is 2 hours for surge levels to reach a maximum of +17.3 feet NAVD88. For the following 3 hours, flood waters would recede until the storm surge level is below plant grade. Thus, the duration of the storm surge event would be 53 hours, or 2.2 days. Additionally, wave runup may reach plant grade 1 hour prior to the arrival of storm surge to plant grade and remain for an additional 2 hours following the storm surge recession from plant grade.
Local Intense Precipitation The Local Intense Precipitation (LIP) event may be associated with a tropical cyclone event or be a stand-alone intense rain storm. A LIP resulting from tropical cyclone will have approximately the same warning/preparation time as the tropical-storm-force winds (72 hours).
For non-tropical events, the Weather Prediction Center (WPC) of the National Weather Service (NWS) provides Quantitative Precipitation Forecasts (QPF) with lead times of 6 hours to 7 days, three times daily (NOAA, 2014d). The QPF provides an estimate of the precipitation that may occur in the near future. The WPC also offers Probabilistic Precipitation Guidance for Days 1-3 and for every 6-hours and 24-hours periods with different levels of probability of exceedance, including probability of precipitation of at least a specific amount and precipitation amount by percentile probability on their website (NOAA, 2014d). These forecasts are most useful to determine the level of responses to a possible extreme precipitation event such as the LIP.
The Storm Prediction Center (SPC) of the NWS issue thunderstorm outlooks with a lead time of approximately 4 hours, but the forecast does not include quantitative precipitation estimates.
When conditions become favorable for organized severe thunderstorms and tornadoes to develop, the SPC issues a severe thunderstorm or tornado watch. The watch is usually issued at least 1 hour prior the onset of severe weather (NOAA, 2014c).
Based on the varying warning time provided by the WPC, a mid-range site preparation period of 48 hours has been chosen. The inundation duration for the 1-hour LIP event begins nearly instantaneously to the rainfall and is approximately 30 minutes (time to peak levels vary by minutes depending on the specific location of interest). The recession from the peak level lasts the remainder of the LIP event and for an additional 15 minutes afterwards, for a total recession of 45 minutes. The total flooding event duration when combined with a tropical cyclone is 49.25 hours, or 2.1 days.
Probable Maximum Tsunami The Flood Hazard Re-evaluation Report (FHRR) indicated that the probable maximum tsunami (PMT) and coincident wind wave runup would reach a height of a maximum water level of +14.8 feet NAVD88. Since the site grade of PTN is +15.7 feet NAVD88, the inundation and recession durations are zero for the PMT (i.e., no flood water enters the site). Still, other associated Page 9 of 16

L-2014-043 Enclosure effects from the PMT, such debris loading, sediment deposition and erosion, or waterborne projectiles, may require additional analysis which would require warning/preparation time.
No reliable method exists for predicting the occurrence of tsunamigenic events, such as earthquakes or submarine landslides. The minimum travel time of a tsunami wave to PTN would be slightly greater than 2 hours for an earthquake event along the Hispaniola or Puerto Rican Trench and greater for other sources (NOAA, 2011). NOAA's National Tsunami Warning Center (NTWC) provides notifications for all U.S. coastal states alerting of tsunamigenic events in the Atlantic Ocean or Caribbean Sea (NOAA, 2014b). If the alert from the NTWC closely coincides with the event itself, the full tsunami travel time becomes the warning and preparation duration for the PMT. Any associated effects would be nearly instantaneous to the tsunami runup arrival; accordingly, the total flood event duration is also at least 2 hours.
NRC RAI No. 11:
4.1 Integrated Assessment The March 12, 2012, 50.54(0 letter, Enclosure 2, requests the licensee to perform an integrated assessment of the plant's response to the reevaluatedhazard if the reevaluated flood hazard is not bounded by the current design basis. The NRC staff requests the licensee to provide the flood height and associated effects (as defined in Section 9 of JLD-ISG-2012-05) that are not described in the flood hazard reevaluation report for mechanisms that trigger an Integrated Assessment. This includes the following quantified information for each mechanism (as applicable):
* Hydrodynamic loading, including debris,
* Effects caused by sediment deposition and erosion (e.g., flow velocities, scour),
* Concurrentsite conditions, including adverse weather,
* Groundwateringress, and
* Other pertinent factors (e.g., waterborne projectiles).
FPL Response to RAI No. 11:
Table 11.1 summarizes the relevant inputs for each factor requested for each flooding mechanism. The following sections provide details regarding each factor.
Table 11.2 - Integrated Assessment Associated Effect Inputs Factor                              PMP/LIP                               PS                      M Scenario A            Scenario B                   PMSS                  PMT Hydrodynamic           Minimal, not          Minimal, not loading at plant    bounding (FHRR,        bounding (FHRR,     up            4-40               None grade                   Sect. 4.1)            Sect. 4.1)                Fig. 4-48)
Debris loading at                                                   up to 20,000 lbs        up to 65,300 plant grade                                                           (110 lbs/in 2)        (370 lb/in 2) 1 Sediment loading          None                  None          Horizontal: up to 64 lbs/ft2      None at plant grade                                                 Vertical: up to 110 lbs/ft 2     Non Deposition Sediment                                                          Scour up to 2 feet;       bounded by deposition and            None                   None           Deposition bounded by        PMT runup erosion                                                             PMSS elevation            elevation Page 10 of 16

L-2014-043 Enclosure Concurrent                                  High winds conditions,                None         (RAI 10 response);        High winds (RA)10 including adverse                             PMSS                     response) weather Groundwater                None                None                      None                 None ingress Other pertinent factors (e.g.,             None                None            up to 556,000 lbs (FHRR,       None waterborne                                                            Sect. 4.11) projectiles)
PMT debris loading acts at maximum water level elevation, 12.1 feet NAVD88, not plant grade Local Intense Precipitation (LIP)
Neither LIP event scenario generates unique debris, sedimentation, groundwater ingress, or waterborne projectiles since the precipitation and resulting runoff is limited to the nearly impervious surrounding the powerblock and runoff velocities that were bounded by the PMSS, as reported in the FHRR. Therefore, hydrodynamic and debris loading, sedimentation effects, groundwater ingress, or other pertinent factors, such as waterborne projectiles, for the LIP scenarios are not required to be analyzed separately during the Integrated Assessment since they are bounded by the PMSS analysis.
No concurrent conditions or adverse weather were considered during the warning/preparation time prior to the Scenario A LIP rainfall. The Scenario B LIP event would occur coincident with a hurricane event surge and the durations of tropical-storm-force winds defined in the RAI 10 response, as well as the PMSS, would be potential concurrent conditions. The high wind duration and PMSS water level will be considered in the Integrated Assessment.
Probable Maximum Storm Surge (PMSS)
Hydrodynamic, Debris, and Sediment Loading The hydrostatic and hydrodynamic loading associated with the PMSS water level and wave activity at plant grade was calculated to be 275 pounds per square foot (see FHRR Figure 4-48 and discussed in FHRR Sections 4.10 and 5.10). If entrained sediment were deposited up to the stillwater depth (i.e., up to an elevation of 17.3 feet NAVD88), a horizontal pressure of 64 pounds per square foot and vertical pressure of 110 pounds per square foot are possible at plant grade (Table 11.2). Areas lower than plant grade would see a horizontal and vertical loads as shown in Table 11.2. The largest debris considered, a 2,000-pound, 15-inch log, has an impact force up to 20,000 pounds, with an impact pressure of 110 pounds per square inch.
Debris loads applied to SSCs may be less than the maximum depending on the presence of local intervening structures. As an interim action, concrete barriers will be installed as part of storm preparation actions in front of the east side stop log that may be subject to debris. These actions provide reasonable assurance that the stop logs are protected from the debris loading including sedimentations.
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L-2014-043 Enclosure Table 11.2 - Soil/Sediment Horizontal and Vertical Pressure Base Elevation of SSC       Depth of Sediment (ft)   Horizontal Loading      Vertical Loading (ft NAVD88)                                          (Ibs/ft2)              (lbs/ft2) 17.5                      0.0                       0                      0 17.0                      0.5                      18                     31 16.5                      1.0                      36                     61 16.0                      1.5                      54                     92 15.71                      1.8                      64                    110 15.5                      2.0                      71                    122 15.0                      2.5                      89                    153 14.5                      3.0                     107                    183 14.0                      3.5                     125                    214 13.5                       4.0                     142                    244 1 Plant grade elevation 2 Reference ground elevation Effects of Sediment Deposition and Erosion Note that PTN currently has a sedimentation monitoring and maintenance plan for the cooling water and intake canal systems; thus, the canal systems are well maintained. For the sedimentation study, flow velocities and bed shear stresses were evaluated to determine areas vulnerable to accumulated erosion and deposition during the PMSS. The peak bed shear stresses during the PMSS (Figure 11.1) are capable of mobilizing noncohesive sediment typical near PTN. Potential erosional and depositional areas were determined from comparison of the relative magnitudes and directions of sediment transport (Figure 11.1). In general, the peak bed shear stresses move in a northeast-to-southwest direction, indicating erosion from Biscayne Bay east of the plant and eventual deposition to the west of PTN. However, localized effects can drive sediment in other directions and produce smaller zones of erosion and deposition, such as those east of PTN (Figure 11.1). Maximum erosive scour depth of up to 2 feet is possible along vertical structures (e.g., observation points TP5, TP6, and TP8 on Figure 11.1) at plant grade.
Further, during the PMSS recession, deposition is possible over the inundated area (Figure 11.2). The depth of potential sediment accumulation is bounded by the peak local water depth during the PMSS. It is noted that operational challenges due to sedimentation have not be experienced at PTN in past hurricanes including Hurricane Andrew.
Concurrent Conditions,includingAdverse Weather The duration of tropical-storm-force winds would be associated with the PMSS, as defined in the RAI 10 response. The period of high winds may effect actions in preparation of the PMSS and will be considered in the Integrated Assessment.
GroundwaterIngress Elevated PMSS levels would induce a hydraulic groundwater gradient, but the relatively short duration (6 hours) of sustained storm surge levels above site grade would not be sufficient for inducing significant flow through the asphalt surface layer that covers a majority of the areas surrounding the power block structures and underlying compacted fill. During the life of the plant, the plant has not experienced any significant groundwater effects during tidal fluctuations or post storm surge events. PTN hurricane operating procedures require the closing of storm drains prior to PMSS arrival. Therefore, neither ingress nor backflow is a factor during the PMSS.
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L-2014-043 Enclosure Waterborne Projectiles The FHRR presented the maximum force generated by a waterborne projectile (a 60-foot-long watercraft) during the PMSS: 556,000 pounds (FHRR, Section 4.11). Loads applied to SSCs may be less than the maximum PMSS load depending on the presents of local intervening structures. The CLB does not address waterborne projectile loading and therefore their loadings will be evaluated in the Integrated Assessment.
Probable Maximum Tsunami (PMT)
Hydrodynamic, Debris, and Sediment Loading and Waterborne Projectiles The maximum runup associated with the PMT does not reach site grade.                     Thus, no hydrodynamic, debris, or waterborne projectile loadings are expected on site-grade, powerblock structures. At the maximum tsunami water level, 12.1 feet NAVD88, a debris loading of 65,300 pounds, or 370 pounds per square inch is possible. Tsunami loads are bounded by the hurricane loads. The effect of this loading on the intake and cooling canals will be documented during the Integrated Assessment.
Effects of Sediment Deposition and Erosion Noncohesive sediment in adjacent Biscyane Bay will mobilized by the PMT wave. Deposition of mobilize sediment will occur in shallow water near the maximum tsunami water level (i.e.,
elevation 12.1 feet NAVD88). The potential deposition area associated with the PMT is shown on Figure 11.3. Deposition is bounded by the maximum runup elevation and will not impact any structure above that level. The intake canal at the northeast portion of the PTN site is potentially vulnerable to deposition feature and will be evaluated in the Integrated Assessment.
ConcurrentConditions, includingAdverse Weather No concurrent conditions or adverse weather is expected during the PMT occurring during normal operating operations; no adverse weather needs to be considered in the Integrated Assessment.
GroundwaterIngress Groundwater ingress is not expected during the PMT because the maximum tsunami water level (12.1 feet NAVD88) is well below site grade (15.7 feet NAVD88). Further, the very short duration of the PMT inundation would not induce significant groundwater flow.
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L-2014-043 Enclosure Figure 11.1 - PMSS Peak Flow Potential Erosion and Deposition Zones Page 14 of 16

L-2014-043 Enclosure Figure 11.2 - Potential Deposition during PMSS Recession Page 15 of 16

L-2014-043 Enclosure N0 750 1,500     4 3,000 Feet Figure 11.3 - PMT Potential Deposition Zones Page 16 of 16}}