RS-15-110, Response to Request for Additional Information Regarding Fukushima Lessons Learned - Flood Hazard Reevaluation Report

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Response to Request for Additional Information Regarding Fukushima Lessons Learned - Flood Hazard Reevaluation Report
ML15133A163
Person / Time
Site: Clinton, LaSalle  Constellation icon.png
Issue date: 05/05/2015
From: Kaegi G
Exelon Generation Co
To:
Document Control Desk, Office of Nuclear Reactor Regulation
References
RS-15-110
Download: ML15133A163 (39)
v • d • e


Text

'WExelon Generation 10 CFR 50.54(f)

RS-15-110 May 5, 2015 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, DC 20555-0001 Clinton Power Station, Unit 1 Facility Operating License No. NPF-62 NRC Docket No. 50-461 LaSalle County Station, Units 1 and 2 Facility Operating License Nos. NPF-11 and NPF-18 NRC Docket Nos. 50-373 and 50-374

Subject:

Response to Request for Additional Information Regarding Fukushima Lessons Learned - Flood Hazard Reevaluation Report

References:

1. Exelon Generation Company, LLC Letter to USNRC, Response to March 12, 2012 Request for Information Enclosure 2, Recommendation 2.1, Flooding, Required Response 2, Flooding Hazard Reevaluation Report, dated March 12, 2014 (RS-14-054 Clinton)
2. Exelon Generation Company, LLC Letter to USNRC, Response to March 12, 2012 Request for Information Enclosure 2, Recommendation 2.1, Flooding, Required Response 2, Flooding Hazard Reevaluation Report, dated March 12, 2014 (RS-14-055 LaSalle)
3. 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
4. NRC Email Request for Additional Information (RAI) Regarding Clinton Station Fukushima Lessons Learned - Flood Hazard Reevaluation Report, dated March 16, 2015
5. NRC Email Request for Additional Information (RAI) Regarding LaSalle Station Fukushima Lessons Learned - Flood Hazard Reevaluation Report, dated March 17, 2015 In References 1 and 2, Exelon Generation Company, LLC (EGC) provided the Flooding Hazard Reevaluation Reports for Clinton Power Station and LaSalle County Station, respectively, in response to the March 12, 2012 Request for Information Enclosure 2, Recommendation 2.1, Flooding, Required Response 2, (Reference 3).

U.S. Nuclear Regulatory Commission Response to Request for Additional Information (Flooding Hazard Reevaluation Report)

May 5, 2015 Page 2 The purpose of this letter is to provide the response to the NRC request for additional information (RAI) for Clinton Power Station and LaSalle County Station (References 4 and 5 respectively).

Enclosures 1 and 2 to this letter provide each station's response to the information request.

This letter contains no new regulatory commitments. 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 5 day of May 2015.

Respectfully submitted, Glen T. Kaegi Director - Licensing & Regulatory Affairs Exelon Generation Company, LLC

Enclosures:

1. Clinton Response to NRC Request for Additional Information Regarding FHRR
2. LaSalle Response to NRC Request for Additional Information Regarding FHRR
3. LaSalle RAI 1 Response: FLO 2D Modeling Electronic Files DVD labeled: LaSalle RAI Response TAC Nos. MF3655 and MF3656 - RAI 1: FLO 2D Modeling Electronic Files, April 2015 Document Components:

RAI 1 FLO-2D Modeling electronic files FLO-2D Input Shape Files FLO-2D Results cc: Director, Office of Nuclear Reactor Regulation (with Enclosure 3)

NRC Regional Administrator - Region III (with Enclosure 3)

NRC Senior Resident Inspector - Clinton Power Station, Unit 1 (w/o Enclosure 3)

NRC Senior Resident Inspector -LaSalle County Station, Units 1 and 2 (w/o Enclosure 3)

NRC Project Manager, NRR - Clinton Power Station, Unit 1 (w/o Enclosure 3)

NRC Project Manager, NRR - LaSalle County Station, Units 1 and 2 (with Enclosure 3)

Mr. Victor E. Hall, NRR/JLD/PPSD/HMB, NRC (with Enclosure 3)

Illinois Emergency Management Agency - Division of Nuclear Safety (with Enclosure 3)

Enclosure 1 Clinton Power Station, Unit 1 Response to NRC Request for Additional Information Regarding FHRR (2 pages)

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 1 of 2 Clinton Station By letter dated March 12, 2014, Exelon Generation Company LLC (the licensee) submitted its flood hazard reevaluation report (FHRR) for Clinton Power Station, Unit No. 1 (Agencywide Documents Access and Management System (ADAMS) Accession No. ML14079A419). By e-mail dated June 18, 2014, the U.S. Nuclear Regulatory Commission (NRC) staff provided a request for additional information (RAI) regarding the above referenced FHRR (ADAMS Accession No. ML14169A545). The licensee responded to this RAI by letter dated November 3, 2014 (RS-14-312). The staff determined that additional information, as requested below, is necessary to complete its assessment of the licensee's FHRR.

RAI: Local Intense Precipitation (LIP) Event Duration and Distribution The FHRR presents a LIP flood reevaluation for a 1-hour, front-loaded probable maximum precipitation (PMP) event using Hydrometeorological Report Nos. 51 and 52. Provide justification that the LIP analysis presented in the FHRR is bounding in terms of warning time, flood depth, and flood duration. This justification can include sensitivity analysis of LIP event duration to consider localized (one square mile) PMP events up to 72 hours8.333333e-4 days <br />0.02 hours <br />1.190476e-4 weeks <br />2.7396e-5 months <br /> in duration (e.g., 1-,

6-, 12-, 24-, 48-, 72-hour PMPs) and various rainfall distributions (e.g., center-loaded and others in addition to a front-loaded distribution). The evaluations could identify potentially bounding scenarios with respect to flood height, event duration, and associated effects. Provide electronic versions of any associated modeling input and output files for the sensitivity runs.

Response

Per NUREG/CR-7046 Section 3.2 (Reference 1): "Local intense precipitationis a measure of the extreme precipitationat a given location. The duration of the event and the supportarea are needed to qualify an extreme precipitationevent fully. Generally, the amount of extreme precipitationdecreases with increasingduration and increasingarea. The PMP values for areas of the United States east of the 105th meridian are presented in HMRs 51 (Schreinerand Riedel 1978) and 52 (Hansen et al. 1982). The 1-hr, 2.56-km2 (1-mf) PMP was derived using single-station observationsof extreme precipitation,coupled with theoreticalmethods for moisture maximization, transposition,and envelopment. HMR 52 recommended that no increase in PMP values for areassmaller than 2.56 km2 (1 mf) should be consideredover the 1-hr, 2.56-km2 (1 mi?) PMP. The local intense precipitationis, therefore, deemed equivalent to the 1-hr, 2.56-kmn2 (1 m?) PMP at the location of the site."

Since the 1-hr, 1-mi 2 LIP event would fully encompass the contributing drainage area of the Clinton Power Station, the evaluation of a longer duration and larger storm event is not deemed necessary. This approach is in accordance with the definition of the LIP event per NUREG/CR-7046, as described above. In addition, because of the rainfall intensity during the first hour of the storm event, the amount of precipitable water available for a longer duration storm event would be minimal compared to the first hour. Nevertheless, for added conservatism, the 1-hr PMP was nested within a 6-hour duration PMP in the flood hazard reevaluation for Clinton Power Station (Reference 4).

The 1-hr PMP event temporal distribution was developed in accordance with Hydrometeorological Report (HMR) 52 (Reference 2), which provides a set of multiplication

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 2 of 2 factors for the 5-, 15-, and 30-minute time intervals relative to the 1-hr, 1-mi 2 PMP depths.

While HMR 52 does not specifically state the time intervals be arranged in this particular order, with the typical west-east flow across North America, the type of storm set-up that would produce a LIP would likely be a mesoscale convective system (such as a squall line). Using the conceptual model of this type of system (Reference 3), the initial precipitation is associated with the mature cells and a zone of convergence and as such will be very intense. The storm motion and nature of the system would then see a decrease in the precipitation after the initial burst as the rear trailing stratiform region with the cold pool moves over the area. This type of meteorological system fits with the front loaded distribution.

In summary, Exelon's position is that the bounding peak flood depths for LIP, reported in Reference 4, are associated with the storm configuration described above. Warning time and flood duration parameters are not relevant since the reevaluation results for LIP are bounded by the design basis LIP flood and permanent/passive means are used to protect the plant.

References

1. 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."
2. NOAA Hydrometeorological Report No. 52 (HMR-52) (1982), Application of Probable Maximum Precipitation Estimates - United States East of the 105th Meridian, U.S.

Department of Commerce, National Oceanic and Atmospheric Administration, and U.S.

Department of the Army Corps of Engineers.

3. Houze, Robert A., Jr. (2004), "Mesoscale Convective Systems." Review of Geophysics, 42, RG4003/2004. Paper number 2004RG0001 50.
4. Exelon Generation Company, LLC Letter to USNRC, Response to March 12, 2012 Request for Information Enclosure 2, Recommendation 2.1, Flooding, Required Response 2, Flooding Hazard Reevaluation Report, dated March 12, 2014 (RS-14-054).

Enclosure 2 LaSalle County Station, Units 1 and 2 Response to NRC Request for Additional Information Regarding FHRR (32 pages)

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 1 of 32 LaSalle Station By letter dated March 12, 2014, Exelon Generation Company LLC (the licensee) submitted its flood hazard reevaluation report (FHRR) for LaSalle County Station, Units 1 and 2 (Agencywide Documents Access and Management System (ADAMS) Accession No. ML14079A425). By e-mail dated June 18, 2014, the U.S. Nuclear Regulatory Commission (NRC) staff provided a request for additional information (RAI) regarding the above referenced FHRR (ADAMS Accession No. ML14169A545). The licensee responded to this RAI by letter dated July 14, 2014 (RS-14-194) (ADAMS Accession No. ML14293A599). The staff determined that additional information, as requested below, is necessary to complete its assessment of the licensee's FHRR.

RAI 1: FLO2D Modelinq

Background:

The staff compared aerial imagery and the shape files created by the FLO-2D software using geographical information system (GIS software) to verify that site features (e.g., buildings, drainage systems, and paved surfaces) have been properly modeled in the Local Intense Precipitation (LIP) analysis. An American Standard Code for Information Interchange (ASCII) projection file included in response to the previous RAI, georeferenced the site data using a horizontal coordinate system WGS84 UTM Zone 16N and vertical datum of NAVD88 with units of meters. However, the graphical plots and maps created by the FLO-2D software (e.g., shape files, maximum water surface elevation, depth, and velocity) do not appear to have the same projection as the ASCII file. This discrepancy prevents the correct alignment of aerial imagery GIS.

Request: Provide the appropriate projection information used in FLO-2D.

Response

The requested GIS input and output files with the appropriate projection information are provided in Enclosure 3. The projection is: Projected Coordinate System/State Plane/NAD 1983 (US Feet/NAD 1983 State Plane Illinois East FIPS 1201 (US Feet)).

RAI 2: Section 3.1 LIP - Event Duration and Distribution

Background:

The FHRR presents a LIP flood reevaluation for a one-hour, one-square-mile probable maximum precipitation (PMP) event using a site-specific Hydrometeorological study.

This approach may not capture the potentially most conservative and bounding flood condition resulting from precipitation events of different magnitude, duration, and timing.

Request: Provide justification that the LIP analysis presented in the FHRR is bounding in terms of warning time, flood depth, and flood duration. This justification can include sensitivity analysis of LIP event duration to consider localized (one square mile) PMP events up to 72 hours8.333333e-4 days <br />0.02 hours <br />1.190476e-4 weeks <br />2.7396e-5 months <br /> in duration (e.g., 1-, 6-, 12-, 24-, 48-, 72-hour PMPs) and various rainfall distributions (e.g., center-loaded and others in addition to a front-loaded distribution). The evaluations could identify potentially bounding scenarios with respect to flood height, event duration, and associated effects. Provide electronic versions of any associated modeling input and output files for the sensitivity runs.

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 2 of 32

Response

Per NUREG/CR-7046 Section 3.2 (Reference 1): "Localintense precipitationis a measure of the extreme precipitationat a given location. The duration of the event and the support area are needed to qualify an extreme precipitationevent fully. Generally, the amount of extreme precipitationdecreases with increasingduration and increasingarea. The PMP values for areas of the United States east of the 105th meridian are presentedin HMRs 51 (Schreinerand Riedel 1978) and 52 (Hansen et al. 1982). The 1-hr, 2.56-km 2 (1-mi2) PMP was derived using single-station observationsof extreme precipitation,coupled with theoreticalmethods for moisture maximization, transposition,and envelopment. HMR 52 recommended that no increase in PMP values for areas smaller than 2.56 km2 (1 mf) should be consideredover the 1-hr, 2.56-km2 (1 mF) PMP. The local intense precipitationis, therefore, deemed equivalent to the 1-hr, 2.56-km2 (1 mf) PMPat the location of the site."

Since the 1-hr, 1-mi 2 LIP event would fully encompass the contributing drainage area of LaSalle Station, the evaluation of a longer duration and larger storm event is not deemed necessary.

This approach is in accordance with the definition of the LIP event per NUREG/CR-7046, as described above. In addition, because of the rainfall intensity during the first hour of the storm event, the amount of precipitable water available for a longer duration storm event would be minimal compared to the first hour.

The 1-hr PMP event temporal distribution was developed in accordance with Hydrometeorological Report (HMR) 52 (Reference 2), which provides a set of multiplication factors for the 5-, 15-, and 30-minute time intervals relative to the 1-hr, 1-mi 2 PMP depths (developed from a site-specific LIP study (Reference 3)). While HMR 52 does not specifically state the time intervals be arranged in this particular order, with the typical west-east flow across North America, the type of storm set-up that would produce a LIP would likely be a mesoscale convective system (such as a squall line). Using the conceptual model of this type of system (Reference 4), the initial precipitation is associated with the mature cells and a zone of convergence and as such will be very intense. The storm motion and nature of the system would then see a decrease in the precipitation after the initial burst as the rear trailing stratiform region with the cold pool moves over the area. This type of meteorological system fits with the front loaded distribution.

In summary, Exelon's position is that the bounding peak flood depth and duration for LIP, provided in Reference 5 and response to RAI No. 3, are associated with the storm configuration described above. Associated effects for LIP (erosion and sediment deposition, hydrodynamic loads, etc.) are addressed in Reference 5. See response to RAI No. 3 regarding LIP warning time.

References

1. 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."

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 3 of 32

2. NOAA Hydrometeorological Report No. 52 (HMR-52) (1982), Application of Probable Maximum Precipitation Estimates - United States East of the 105th Meridian, U.S.

Department of Commerce, National Oceanic and Atmospheric Administration, and U.S.

Department of the Army Corps of Engineers.

3. Exelon Nuclear (2014). Beyond Design Basis Site-Specific Local Intense Precipitation Analysis (Fukushima), Analysis No. L-003859, Rev. 1.
4. Houze, Robert A., Jr. (2004), "Mesoscale Convective Systems." Review of Geophysics, 42, RG4003/2004. Paper number 2004RG0001 50.
5. Exelon Generation Company, LLC Letter to USNRC, Response to March 12, 2012 Request for Information Enclosure 2, Recommendation 2.1, Flooding, Required Response 2, Flooding Hazard Reevaluation Report, dated March 12, 2014 (RS-14-055).

RAI 3: General Hazard Reevaluation- Flood Duration Parameter

Background:

Enclosure 2 of the 50.54(f) letter 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 FHRR should include all of the flood hazard information needed to understand the flood hazard and associated effects that will be an input to the integrated assessment; including the flood duration parameters for LIP (see definition and Figure 6 of the NRC interim staff guidance document JLD-ISG-2012-05, "Guidance for Performing an Integrated Assessment," dated November 2012 (ADAMS Accession No. ML12311A214).

Request: Provide the applicable flood event duration parameters associated with LIP using the results of the flood hazard reevaluation. This includes the warning time the site will have to prepare for the event (e.g., the time between notification of an impending flood event and arrival of floodwaters on site) and the period of time the site is inundated. Provide the basis for the flood event duration, which may include a description of relevant forecasting methods (e.g.,

products from local, regional, or national weather forecasting centers) and timing information derived from the hazard analysis.

Response

The flood duration parameters in Figure 6 (below) of the NRC Interim Staff Guidance document JLD-ISG-2012-05, "Guidance for Performing an Integrated Assessment," dated November 2012, relevant to LIP are period of inundation, warning time (site preparation time), and recession time. The requested information for period of inundation at critical locations is provided in Reference 1 with additional details provided via flood-depth hydrograph plots in .1 below. The plots in Attachment 3.1, excerpted from Reference 2, also provide recession time information. Warning time for LIP, including forecasting methods, will be addressed during the Integrated Assessment phase of the NTTF Recommendation 2.1 information request response, and depend upon the long-term strategy for the reevaluated LIP flood.

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 4 of 32 Figure 6 1, flood event duration 0 ------------ -

I I site preparation periodof for flood event inundation 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 plant in safe notification of and stable state impending flood thatcan be maintained Indefinitely References

1. Exelon Generation Company, LLC Letter to USNRC, Response to March 12, 2012 Request for Information Enclosure 2, Recommendation 2.1, Flooding, Required Response 2, Flooding Hazard Reevaluation Report, dated March 12, 2014 (RS-14-055).
2. Exelon Calculation L-003856, Rev. 0, "Beyond Design Basis Effects of Local Intense Precipitation Analysis (Fukushima)".

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 5 of 32 Attachment 3.1 - LIP Flood Duration

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 6 of 32 wO 100 200 300 4

'ii 120

=67I

  • iv-Alm 1.

PNhf

ýLegend1 Buddings & Structures CLB Zone Boundary Tky

  • Inside Doors
  • r Outside Doors j

Figure 1 - Door Location Map

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 7 of 32 Table I - LIP Flood Duration above CLB LIP Elevation Flood Flood Door Building Beginning" Duration* Notes Number (min) (hours) )(mi)

D20 Reactor Building 0 1.1 00 Flood above const. D = 0.05 ft*

D557 Reactor Building 48 0.5 30 Flood above CLB max WSE D554 Reactor Building 48 0.5 30 Flood above CLB max WSE D479 Auxiliary Building 48 0.5 30 Flood above CLB max WSE D508 Auxiliary Building 18 1.0 60 Flood above CLB max WSE D894 Turbine Building n/a n/a n/a Water level below const. D = 0.05 fV D895 Turbine Building n/a n/a n/a Water level below CLB max WSE Di 05 Turbine Building n/a n/a n/a Water level below const. D = 0.05 fi*

DI4 Turbine Building n/a n/a n/a Water level below const. D = 0.05 fP Rem. Panels Turbine Building 0 1.10 60 Flood above CLB max WSE DI44 Turbine Building 0 0.3 10 Flood above CLB max WSE D042 Old Service Building n/a n/a n/a Water level below const. D = 0.05 fIt*

DM49 Old Service Building n/a n/a n/a Water level below const. D = 0.05 fl*

D071 Old Service Building n/a n/a n/a Water level below CLB D750a Old Service Building n/a n/a n/a Water level below CLB D750b Old Service Building n/a n/a n/a Water level below CLB D072 Old Service Building n/a n/a n/a Water level below const. D 0.05 Vt D073 Old Service Building ni/a n/a n/a Water level below const. D = 0.05 ft1 Tkw.D! Trackway Building 0 1.10 Flood above const. D = 0.05 ft*

Tkw.D2 Trackway Building n/a n/a n/a Water level below const. D = 0.05 ft*

Tkw.D3 Trackway Building 0 1.10 60 Flood above const. D = 0.05 ft*

Tkw.D4 Trackway Building 48 0.0 30 Flood above CLB max WSE Ramp Radwaste Building n/a n/a n/a Water level below CLB D529 Radwaste Building 0 0.3 18 Flood above const. D = 0.05 fV D538 Radwaste Building 0 1.1 M0 Flood above CLB max WSE

  • FLO-2D accounts for surface detention and the minimum computer water depth (0.05 If) is due to the surface detention.

Therefore. the time of flooding with a constant minimum computed water depth D is not considered and is not included in the computed flood duration.

    • Flood beginning is the time, in minutes. from the beginning of the rainfall to the time when the CLB maximum water surface elevation is first exceeded. The rain begins at minute zero.

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 8 of 32 WSE at Door D20 Grid # 61638 Grid Surface Elevation = 710.6 lt. NAVD88 Time Flow Depth* WSE WSE CLB Max WSE (11,MSL) Ground Elevation 710.33 ft. MSL (hours) (0I) (fl NAVD88) (ft, MSL) 0 710.10 0 710.38 0 0 710.60 710.38 215 710.10 25 710.38 0.10 0.18 710-78 710.56 0.20 0.13 710.73 710.51 6.30 0.13 710.73 710.51 0.40 0.13 710.73 710.51 0.50 0.13 710.73 710.51 6.00 0.70 0.50 0.11 0.11 0.12 710.71 710.71 710.72 710.49 710.49 710.50

-I- -V -ý---,ý---ý- ý 6"= = = = = = _-

6.90 0.12 710.72 710.50 4* 44440444444444444044 0* 4* 44 ........... 44*444444444444444444 1.00 0.12 710.72 710.50 1.10 0,06 710.66 710.44 1.20 0.05 710.65 710.43 1.30 0.05 710.65 710.43 1.40 0.05 710.65 710.43 1.50 0.05 710.65 710.43 1.60 0.05 710.65 710.43 1.70 0.05 710.65 710.43 aaa. S S S - - aW aM 4W a e e a 1.80 0.05 710.65 710.43 1.90 0.05 710.65 710.43 710.0 I 2.00 0.05 710.65 710.43 1~

2.10 0.05 710.65 710,43 0.0 0.5 1.0 1.5 2.0 2.5 2.20 0.05 710.65 710.43 2.30 0.05 710.65 710.43 I -- WSE at Door 020 - -CLB Max WSE ..... Ground Elevation 2.40 0.05 710.65 710.43 2.50 0.05 710.65 710.43 Minimum computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 9 of 32 W*F nt Dloor fl57 Grid # 656 59 Time Flow Depth* WSE WSE (hours) (11) (1t, NAVD88) (ft. MSL) 0 0 710.22 710.00 0.10 0.27 710.49 710.27 0.20 0.23 710.45 710.23 0.30 0.22 710.44 710.22 0.40 0.21 710.43 710.21 0.50 0.22 71 O.44 710.22 0.60 0.25 710.47 710.25 0.70 0.3 710.52 710.30 0.30 0.36 710.58 710.30 0.90 0.4 710.62 710.40 1.00 0.45 710.67 710.45 1.10 0.41 710.63 710.41 1.20 0.36 710.58 710.30 1.30 0.3 710.52 710.30 1.40 0.25 710.47 710.25 1.50 0.19 710.41 710.19 1.60 0.14 710.36 710.14 1.70 0.1 710.32 710.10 1.80 0.07 710.29 710.07 1.90 0.06 710.28 710.06 2.00 0.05 710.27 710.05 2.10 0.05 710.27 710.05 2.20 0.05 710.27 710.05 0.0 1.0 1.5 Z. 2.5 2.30 0.05 710.27 710.05 Duation (hun 2.40 0.05 710.27 710.05 S.WSE at DoorD557 1CLB!MaxWSE ****.Ground Elevation 2.50 0.05 710.27 710.05 Minimum computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 10 of 32 WSK at Door 1)55 Grid # 69666 Time Flow Depth WSE WSE (hours) (01) (kt NAVDXR) (ft. MSL) 0 0 710.05 709.83 0.10 0.51 710.56 710.34 0.20 0.47 710.52 710.30 0.30 0.46 710.51 710.29 0.40 0.46 710.51 710,29 0.50 0.46 710.51 710.29 0.60 0.43 710.48 710.26 0.70 0.47 710.52 710.30 0.80 0.52 710.57 710.35 0.90 0.57 710.62 710.40 1.00 0.62 710.67 710.45 1.10 0.58 710.63 710.41 1.20 0.53 710.58 710.3 1.30 0.47 710.52 710.30 1.40 0.42 710.47 710.25 1.50 0.38 710.43 710.21 1.60 0.35 710.40 710.18 1.70 0.33 710.38 710.16 1.80 0.32 710.37 710.15 709M 1.90 0.31 710.3b 710.14 2.00 0.31 710.36 710.14 70910 2.10 0.31 710.36 710.14 0.0 0.5 LO 1.5 2.0 2,5 2.20 0.3 710.35 710.13 DOW.tk (ours) 2.30 0.3 710.35 710.13 2.40 0.3 710.35 710.13 I .-.-- WSE at Door D554 - -CLBMaxWSE ..... Ground Elevation I I

2.50 0.3 710.35 710.13

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 11 of 32 WSE at Doer D479 Grid # 74466 Time Flow Deph* WSE WSE hours) ((f) (ftI NAVD88) (ft. MSL) 0 0 710.48 710.26 0.10 0.05 710.53 710.31 0.20 0.05 710.53 710.31 0,30 0.05 710.53 710.31 0.40 0.05 710.53 710.31 0.50 0.05 710.53 710.31 0.60 0.05 710.53 710.31 0.70 0.05 710.53 710.31 0.80 0.07 710.55 710-3 0.90 0.12 710.60 710.38 I.00 0.17 710.65 710.43 1.10 0.15 710.63 710.41 1.20 0.11 710.59 710.37 1'30 0.06 710.54 710.32 1.40 0.05 710.53 710.31 1.50 0.05 710.53 710.31 1.60 0.05 710.53 710.31 1.70 0.05 710.53 710.31 1.80 0.05 710.53 710.31 1.90 0.05 710.53 710.31 71at26 .-- ~ - . ..

200 0.05 710.53 710.31 2.10 0,05 710.53 710.31 I ýZq 0.0 0.5 1.0 L5 2.0 2.5 2.20 0.05 710.53 710.31 2.30 0.05 710.53 710.31 S WSE at Door D479 - -CLO Max WSE Elevation

-"Ground 2.40 0.05 710.53 710.31

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 12 of 32 WSE at Dowr D Grid # 40229 Tinm Flow Depth WSE WSE (hours) (fi) (ft, NAVD88) (ft. MSL) 0 0 709.86 709.64 0.10 0.46 710.32 710.10 0.20 0.46 710.32 710.10 0.47 710.33 710.11 0.40 0.48 710.34 710.12 0.50 0,54 710.40 710.18

  • .oo 0.56 710.42 710.20 0.70 0.57 710W43 714K21 0.10 0.59 710.45 710.23 0."0 0.61 710.47 710.25 I1O0 0.64 710.50 710.25 1.10 0.6 710.46 710.24 1.20 0.55 710.41 710.19 1.30 0,49 710.35 710.13 1.40 0.44 710.30 710.08 1.50 0.39 710.25 710.03 1.60 0.34 710.20 709.98 1.70 0.3 710.16 709.94 1.80 0.27 710.13 709.91 1.90 0.24 710.10 709.88
  • 4* 444444444444444444444444944444444 4444 *
  • 44444444 *444*44444444444444 2.00 0.22 710.08 709.86 I 2.10 0.2 710.06 709.84 709.6 0.0 0.5 l0 i 1.5 2.B 25 2.20 0.18 710.04 709.82 2.30 0.17 710.03 709.81 -WSE at Door D508 -- -C-.BMaxWSE .... Ground Elevation 2.40 0.16 710.02 709.80 2.50 0.16 710.02 709.80

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 13 of 32 WSE at Door DM94 Grid # 29305 Time Flow Depth* WSE WSE (hours) (fi) (ft. NAVDK8) (Qt. MSL) 0 0 710.46 710.24 0.10 0.05 710.51 710.29 0.20 0.05 710.51 710.29 0.30 0.05 710.51 710.29 0.40 0.05 710.51 710.29 0.50 0.05 710.51 710.29 0,60 0.05 710.51 7210.29 i

0.70 0,05 710.51 710.29 0.80 0.90 0.05 0.05 710.51 710.51 710.29 710.29 I/. . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

100 0.05 710,51 710.29

.10 0.05 710.51 710.29 1.20 0,05 710.51 710.29 1.30 005 710.51 710129 1.40 0.05 710.51 710.29 1.50 0.05 710M51 710.29 1.60 0.05 710-51 710.29 1.70 0.05 710.51 710.29 F

1.80 0.05 710.51 710.29 1.90 0.05 710.51 710.29 200 0,05 710.51 710.29 e a - a - -- - - a - a a a a - a ~~0 a 710.51 710.29 710.M 2.10 0.05 0.0 0.5 LO.015m Duu~a~IS~ 2.0 2-5 2.20 0.05 710.51 710.29 2.30 0.05 710.51 710.29 2.40 0.05 710.51 710.29 I

I

- WSE at Door D894 - -- CLB Mx WSE ..... Ground Elevatkin I 2.50 0.05 710.51 710.29

  • Minimum computed wrater depth of 0.05 ft is due to surface delentun parameter assigned inthe FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 14 of 32 WSE at Door DBY Grid # 29307 Time Flow Depth* WSE WSE (hours) Mft) (ft NAVD88) (ft, MSL) 0 0 710.05 709.83 0.10 0-2 710.25 710.03 0.20 0.15 710.20 709.98 0.30 0.14 710.19 709.97 0.40 0.14 710.19 709.97 0.50 0.14 710.19 709.97 0.00 0.1 710.15 709.93 0.70 0.1 710.15 709.93 0.80 0.1 710.15 709.93 0.90 0.1 710.15 709.93 1.00 0.1 710.15 709.93 1.10 0.05 710.10 709.88 1.20 0.05 710.10 709.88 1.30 0.05 710.10 709.88 1.40 0.05 710.10 709.88 1.50 0.05 710.10 709.88 1.60 0.05 710.10 709.88 1.70 0,05 710.10 709.88 1.80 0.05 710.10 709.88 709,95 1.90 0.05 710.10 709.88 2.00 0.05 710.10 709.88

/JMýMj 2.10 0.05 710.10 709.88 0,0 0.5 110 O4M=41.5 2.0 IS 2.20 0.05 710.10 709.88 2.30 0.05 710.10 709.88 I WSE at Door 0695 ,-- CLB Max WSE . Ground Elevation G....

2.40 0.05 710.10 709.88 2,50 0.05 710.10 709.88 Minirmum o.,mputed water depth of 0.05 Atis due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 15 of 32 WSE at Door D165 Grid # 30128 Grid Surface Elevation = 710.48 ft. NAVD88 Time Flow Depth* WSE WSE CLB Max WSE (t. MSL) Ground Elevaton 710.20 ft, MSL (hours) (ft) (ft. NAVD88) (ft. MSL) 0 710.10 0 710.26 0 0 710.48 710.26 2.5 710.10 2.5 710.26 0.10 0.05 710.53 710.31 0.20 0.05 710.53 710.31 0.30 0.05 710.53 710.31 0.40 0.05 710.53 710.31 0.50 0.05 710.53 710.31 A- ,;-L_;_- m- ý_ -- -_ - ý;- W _ ýýý- ý_ Z-ý-ý 0.60 0.70 0.05 0.05 710.53 710.53 710.31 710.31 /

0.80 0.05 710.53 710.31 ,......................... ................ .... ....... . ..... .............

0.90 0.05 710.53 710.31 1.00 0.05 710.53 710.31 1.10 0.05 710.53 710.31 1.20 0.05 710.53 710.31 1.30 0.05 710.53 710.31 3.40 0.05 710.53 710.31 1.50 0.05 710.53 710.31 1.60 0.05 710.53 710.31 1.70 0.05 710.53 710.31 1.80 0.05 710.53 710.31 filLiP a t -e -n-s-n- a n-n--rn--a ~e- - n a - a- a - -

1.90 0.05 710.53 710.31 2.00 0.05 710.53 710.31 71,.05 2.10 0.05 710.53 710.31 0.0 05 1.0 1.5 2.0 2.5 2.20 0.05 710.53 710.31 2.30 0.05 710.53 710.31 ---- SE at Door D165 -- lCLB Max WSE ..... Ground Elevatkon 2.40 0.05 710.53 710.31 2.50 0.05 710.53 710.31

  • Minimum computed water depth of 0.05 ft is due to surface detenlion parmter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 16 of 32 WSE id Door Di14 Grid # 31752 Time Flow Dqh* WSE WSE (hours) (f1) (ft, NAVD88) (f MSL) 0 0 710.61 710.39 0.10 0.05 710,66 710.44 0.20 0,05 710.66 710.44 0.30 0.05 710.66 710,44 0.40 0.05 710.66 710.44 0.50 0.05 710.66 710,44 0.60 0.05 710.66 710.44 /

0.70 0.05 710.66 710.44 ... S*** ...... .- *.w..**********S*****e**.S** ..............................

0.80 0.05 710.66 710.44 0.90 0,05 710.66 710.44 1.00 0.05 710-66 710.44 1.10 0.05 710.66 710.44 1.20 0.05 710.66 710.44 1.30 0.05 710.66 710.44 1.40 0.05 710.66 710,44 1.50 0.05 710-66 710.44 1.60 0.05 710.66 710.44 1,70 0,05 710.66 710.44 T 1.80 0.05 710.66 710.44 M1010 a--- - - ---- I - - --- -- -

1.90 0.05 710.66 710.44 2.00 0.05 710.66 710.44 If ALV2 2.10 0.05 710,66 710.44 0.0 0.5 1.0 Duriim$bma4 L5 2,0 21s 2.20 0.05 710.66 710.44 2.30 0,05 710A66 710.44 -- WSE at Door D164 - CLB Max WSE ***.. GroundElevaion i 2.40 0.05 710.66 710.44 2.50 0.05 710.66 710.44 Minimum computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 17 of 32 WSE at Rem.Panek Grid # 89145 Tinm Flow Depth WSE WSE (hours) (ft) (ft. NAVD88) (ft. MSL) 0 0 71031 710.09 0.10 0.4 710.71 710.49 0.20 0.33 710.64 710.42 0.30 0.32 710.63 710.41 0.40 0.31 710.62 71040 9.50 0.31 710.62 71040 0.60 0.28 710.59 710.37 0.70 0.27 710.58 710.36 0.uo 0.27 710.58 710.36 0.90 0.27 710.58 710.36 1.00 0.27 710.58 710.36 1.10 0.21 710.52 710.30 1.20 0.19 710.50 710.28 1.30 0.17 710.48 710.26 1.40 0O15 710.46 710.24 3.50 0.14 710.45 710.23 1,60 0.13 710.44 710"77 1.70 0.13 710.44 710.22 1.80 0.13 710.44 710.22 1.90 0,13 710.44 710.22 01 --. . .......................... . ... .

2.00 0.12 710.43 710.21 2.10 0.12 710.43 710.21 710A)5 0.0 M.5 1.01 2.02.

2.20 0.12 710.43 710.21 2.30 0,12 710.43 710.21

-- *-WSEatReff.Panels - CLBWXWSE 6.. ..Ground ELcvatioti 2.40 0.12 710.43 710.21 2.50 0.12 710.43 710.21

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 18 of 32 W~i ~ fleer ff44 Grid # 83497 Grid Surface Elevation = 7103% ftLNAVD88 Time Flow Depth* WSE WSE CLB Max WSE (ft, MSL) Ground Elevaluon 710.14 ft. MSL (hours) (fl) (fl. NAVD88) (ft. MSL) 0 710.30 0 710.14 0 0 710.36 710,14 2.5 710.30 2.5 710.14 0.10 0.21 710.57 710.35 0."0 0.17 710.53 710.31 030 0.16 710.52 710.30 0.40 0.15 710.51 710.29 0.50 0.15 710.51 710.29 0.60 0.13 710.49 710.27 0.70 0.12 710,48 710.26 0.80 0.11 710.47 710.25 0.90 0.11 710,47 710.25 1.00 0.11 710.47 710.25 1.10 0.08 710.44 710.22 1.20 0.08 710.44 710.22 1.30 0.07 710.43 710.21 1.40 0.06 710.42 710.20 1.50 0.05 710.41 710,19 1.60 0.05 710.41 710.19 1.70 0.05 710.41 710.19 1.80 0.05 710.41 710.19 1.90 0.05 710.41 710.19

  • S*..***.,*....* *.*.. .. ..... *@ ... *..*.. .. *.*..

2.00 0.05 710.41 710.19 710,10 L 2.10 0,05 710.41 710.19 0.0 05 .0 dlUOM OW")is 2.0 i5 2.20 0.05 710,41 710.19 2.30 0.05 710.41 710.19 dWSE at Door 0 144 -i-eCLs Max WSE th (iround Gn Ele-aion 2.40 0,05 710.41 710.19 2.50 0,05 710.41 710.19 Minimum computed water depth of 0.05 0 is due to surface detention parameter assigned in the FL.O-21) runde

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 19 of 32 WS1 at flor 1)0.12 Grid # 30464 Grid Surface Elevation = 710.50 ft. NAVD88 Time Flow Depth* WSE WSE CLB Max WSE {fO MSL) Ground Elevation 710.34 ft. MSL (hours) (ft) (1). NAVD88) (ft. MSL) 0 710.10 0 710.34 0 0 710.56 710.34 2.5 710.10 2.5 710.34 0.10 0.05 710.61 710.39 020 0.05 710.61 710.39 0.30 0.05 710.61 710.39 0.40 0.05 710.61 710.39 0.50 0.05 710.61 710.39

- - - -U - -

0.60 0.05 710.61 710.39

[

0.70 0.05 710.61 710,39 0.80 0.05 710.61 710.39 ............ .... .. . .,fl.. .............. 4 .......... 4*** ....... .....

0.90 0.05 710.61 710.39 I,

1.00 0.05 710.61 710.39 1.10 0.05 710.61 710.39 1.20 0.05 710.61 710.39 1.30 0.05 710.61 710.39 1.40 0.05 710.61 710.39 1.50 0.05 710.61 710.39 1.60 0.05 710.61 710.39 1.70 1.80 1.90 2.00 0.05 0.05 0.05 0.05 710.61 710.61 710.61 710.61 710.39 710.39 710.39 710.39 710.05 P..

I e n e__ __ __ __ _ __ __ _- _- _ _a - _ _-_ _- ___-_.- a 2.10 0.05 710.61 710.39 0.0 0.5 1.0 1.5 2 2.5 2.20 0.05 710.61 710.39 2.30 0.05 710.61 710.39 [--- WSE at Door D642 am.CLB Max WSE .... Ground Elevation 2.40 0.05 710.61 710.39 2.50 0.05 710.61 710.39

  • Minimum computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 20 of 32 "WSF at fnmir fl1h49 Gruid# 244]6 Time Flow Ikph* WSE WSE (hours) (ft) (ft. NAVD88) (ft. MSL) 0 0 710.39 710.17 0.10 0.05 710.44 710.22 0.20 0.05 710.44 710.22 0.30 0.05 710.44 710.22 0.40 0.05 710.44 710.22 0.50 0.05 710.44 710.22 F 0.60 0.05 710.44 710.22 0.70 0.05 710.44 710.22 0.80 0.05 710.44 710.22 0.90 0.05 710.44 710.22 1.00 0.05 710.44 710.22 1.10 0.05 710.44 710.22 1.20 0.05 710.44 710.22 1.30 0.05 710.44 710.22 1.40 0.05 710.44 710.22 1.50 0.05 710.44 710.22 I.bO 0.05 710.44 710.22 1.70 0.05 710.44 710.22

- -*D* e.- e- .4 eO a **O e-* e- e e -*

1.80 0.05 710.44 710.22

  • 4 *. *D .*

1.90 0.05 710.44 710.22 2.00 0.05 710.44 710.22

,.n .,

IrIAOW I

2.10 0.05 710.44 710.22 0.0 0.5 1.0 1.5 2.0 2.5 2.20 0.05 710.44 710.22 2.30 0.05 710.44 710.22 1 -- WSE at Door D60 a - -CLB Max WSE ... Ground Elevation 2.40 0.05 710.44 710.22 2.50 0.05 710.44 710.22 Minimum computed water depth of 005 11is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 21 of 32 WSE at Door D671 Grid N 24450 Time Flow Depth* WSE WSE (hours) (ft) (ft, NAVD88) (IL MSL) 0 0 709.98 709376 0.10 0.05 710.03 709.81 0.20 0.05 710.03 709.81 0.30 0.05 710.03 709.81 0.40 0.05 710.03 709.81 0.50 0.05 710.03 709.81 0.60 0.05 710.03 709.81 0.70 0.05 710.03 709.81 0.80 0.05 710.03 709.81 0.90 0.05 710.03 709-81 1.00 0.05 710.03 709.81 1.10 0.05 710.03 709,81 1-20 0.05 710.03 709.81 1.30 0.05 710.03 709.81 1,40 0.05 710.03 709,81 1.50 0.05 710.03 709.81 1.60 0.05 710.03 709,81 1.70 0.05 710.03 709.81 1.80 0.05 710.03 709.81 1.90 0.05 710.03 709.81 2.00 0.05 710.03 709.81 2.10 0.05 710.03 709.81 0.0 0.5 LO 1L 2.0 2.5 2.20 0.05 710.03 709.81 2.30 0.05 710.03 709.81 *wm mWSE at Door D671 t -CeB Max WSE t assiGround Elevation 2.40 0.05 710.03 709.81 2.50 0.05 710.03 709.81 *Minimunm computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-21) model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 22 of 32 W4FI at flenr fl756a G;rid # 24452 Time Flow epth* WSE WSE (hours) (f0) (ft. NAVD88) (ft, MSL) 0 0 710.02 709.80 0.10 0.05 710.07 709.85 0.20 0.05 710.07 709.85 0.30 0.05 710.07 709.85 0.40 0.05 710.07 709.85 0.50 0.05 710.07 709.85 0.60 0.05 710.07 709.85 0.70 0.05 710.07 709.85 0.80 0.05 710.07 709.85 0.90 0.05 710.07 709,85 1.00 0.05 710.07 709,85 1.10 0.05 710.07 709.85 1.20 0.05 710.07 709.85 1.30 0.05 710.07 709.85

~*1~*

1.40 0.05 710.07 709.85 1.50 0.05 710-07 709.85 i 1.60 0.05 710.07 709.85 f

1.70 1.80 1.90 2.00 0.05 0.05 0.05 0.05 710.07 710.07 710.07 710.07 709.85 709.85 709.85 709.85 719W 2.5 2.10 0.05 710.07 709.85 0.0 0.5 10 1.5 2.0 2.20 0.05 710.07 709.85 2.30 0.05 710.07 709.85 --- WSE at Door D756a em a- CLB Max WSE

  • Ground Elevation 2.40 0.05 710.07 709.85 2.50 0.05 710.07 709.85
  • Minimum computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 23 of 32 WSE at Door D756b Grid # 24453 Time Flow Depth* WSE WSE (hours) (f0) (ft. NAVD88) (ft. MSL) 0 0 710.05 709.83 0.10 0.05 710.10 709.88 0.20 0.05 710.10 709.88 0.30 0.05 710.10 709.88 0.40 0.05 710.10 709.88 0.50 0.05 710.10 709.88 / -- ea-I 0.60 0.05 710.10 709.88 0.70 0.05 710.10 709.88 0.80 0.05 710.10 709.88 0.90 0.05 710.10 709.88 1.00 0.05 710.10 709.88 1.10 0.05 710.10 709.88 1.20 0.05 710.10 709.88 1.30 0.05 710.10 709,88 1.40 0.05 710.10 709.88 1.5- 0.05 710.10 709.88 1.60 0.05 710.10 709.88 - z I -

1.70 0.05 710.10 709.88 [

I' ooeeet~ooeootoeooeeoogooo~ooooooet 1.80 0.05 710.10 709.88 .. ..... .... . .. ..... .. .. . .. ...

1.90 0.05 710.10 709.88 2.00 0,05 710.10 709,88 70J0O 2.10 0.05 710.10 709.88 0.0 0.5 LO 1.5 z.0 2.5 2.20 0.05 710.10 709.88 Dwatio -m )

230 0.05 710.10 709.88 - WSE at Door D756b -CB C- Max WSE ..... Ground Elevation 2.40 0.05 710.10 709.88 2.50 0-05 710.10 709,88

  • Minimum computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 24 of 32 WSK at Door D672 Grid # 24460 Time Flow Depth* WSE WSE (hours) (f0) (ft. NAVDS8) (ft. MSL) 0 0 710.61 710.39 0.10 0.05 710.66 710.44 0.20 0.05 710.66 710.44 0.30 0.05 710.66 710.44 0.40) 0.05 710.66 710.44 0.50 0.05 710.66 710.44 - p 0.60 0.05 710.66 710.44 YV 0.70 0.05 710.66 710.44 0.80 0.05 710.66 710.44 0.90 0.05 710.66 710.44 1.00 0.05 710.66 710.44 1.10 0.05 710.66 710.44 1.20 0.05 710.66 710.44 1.30 0.05 710.66 710.44 1.40 0.05 710.66 710.44 1.50 0.05 710.66 710.44 I.

1.60 0.05 710.66 710.44 1.70 0.05 710.66 710.44 1.80 0.05 710.66 710.44 --- No-AW-O-ý If- - -- ýý- -

1.90 0.05 710.66 710.44 2.00 0.05 710.66 710.44 2.10 0.05 710.66 710.44 0.0 0.5 1.0 1.S 2.0 2.5 2.20 0.05 710.66 710.44 2.30 0.05 710.66 710.44 I WSE at Door D672 - - CLB Max WSE ..... Ground Elevation 2.40 0.05 710.66 710.44 2.50 0.05 710.66 710.44 Minimum computed water depth of 0,05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 25 of 32 wsg ml Dloor flh73 Grid # !4462 Grid Surface Elevation = 710.40 ft. NAVD98 Time Flow Depth* WSE WSE CLB Max WSE (ft. MSL) Ground Elevatton 710.24 ft. MSL (hours) (0) (ft NAVD88) (ft. MSL) 0 710.10 0 710,24 0 0 710.46 710.24 2.5 710A0 2.5 71024 0.10 0.05 710.51 710.29 0.20 0.05 710.51 710.29 0.30 0.05 710.51 710.29 0.40 0.05 710.51 710.29 0.50 0,05 710.51 710.29 0.60 0.05 710.51 710.29 -~

I U - I 0.70 0.05 710.51 710.29 F

,IF 0.80 0.05 710.51 710.29 0.90 0.05 710.51 710.29 1.00 0.05 710.51 710.29 1.10 0.05 710.51 710.29 1.20 0.05 710.51 710.29 1.30 0.05 710.51 710.29 1.40 0.05 710.51 710.29 1.50 0.05 710.51 710.29 t

1.60 0.05 710.51 710.29 710.29 S4O* -4UUe -nu,

  • uu-- - -

1.70 0.05 710.51 Ha.--emil- ,inlt-. 41lit-.

1.80 0.05 710.51 710.29 1.90 2.00 0.05 0.05 710.51 710.51 710.29 710.29 710.05 I 23 2.10 0.05 710.51 710.29 0.0 0.5 LO 15 2.0 2,5 2.20 0.05 710.51 710.29 Dwantion (hus 2.30 0.05 710.51 710.29 ---- WSE at Door D673 i - CLB Max WSE .... Ground Elevation 2.40 0.05 710.51 710.29 2.50 0.05 710.51 710.29 Minimum computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 26 of 32 WSE at Door Tkw.D I Grid # 116609 Time Flow Depth WSE WSE (hours) (I) (M NAVD88) (fl. MSL) 0 0 710.8 710.58

.IO 0.22 711.02 710.80 0.20 0.19 710.98 710.76 0.30 0.17 710.97 710.75 0.40 0.10 71096 710.74 0.50 0.10 710.96 710.74 0.60 0.13 710.93 710.71 0.70 6.13 710.93 710.71 0.80 0.13 710.93 710.71 0.90 0.13 710.93 710.71 1.00 0.13 710.93 710.71 1.10 0.08 710.88 710.66 1,20 0.08 710.88 710.66 1.30 0.08 710.88 710.66 1.40 0,08 710.88 710.66 1.50 0.08 710.88 710.66 1,60 0.08 710.88 710.66 1.70 0.08 710.88 710.66 1.80 0.08 710.88 710.66 1.90 0,08 710.88 710.66 2.00 0.08 710.88 710566 710.66 710,2 1 2.10 0.08 710.88 0.0 05 LOOurv (hours)i 20 2.5 2.20 0.08 710.88 710.66 2.30 0.08 710.88 710.66 2.40 0.08 710.88 710.66 I s-4 WSE at Door Tkw.D1 - - .LOMax WVSE * *# #

  • Gromnd Elevation 2.50 0.08 710.88 710.66

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 27 of 32 ws+i*Sat Door Tkw.Dl2 Grid# 104721 Grid Surface Elevation = 710.58 ft. NAVD88 Time Flow Depth* WSE WSE CLB Max WSE (f0. MSL) Ground Elevatiou 710.36 ft, MSL (hours) ft) (ft. NAVD88) (ft, MSL) 0 71030 0 710.36 0 0 710.58 710.36 2.5 710.30 2.5 710,36 0.10 0.05 710.63 710.41 0.20 0.05 710.63 710.4!

0.30 0.05 710.63 710.41 0,40 0,05 710.63 710.41 ~* ,, sto. ** #e**e t S ~9t 0.50 0.05 710.63 710.41 0.60 0.05 710,63 710.4!

0.70 0.05 710-63 710,41 0.80 0,05 710.63 710.41 0.90 0.05 710.63 710.41 1.00 0.05 710.63 710.41 1.10 0.05 710.63 710.41 1.20 0.05 710.63 710.41 1.30 0.05 710.63 710.41 1,40 0.05 710.63 710.41 1.50 0.05 710.63 710.41 1.60 0.05 710.63 710.41 1.70 0.05 710.63 710.41 1.80 0.05 710.63 710.41 - - -- -a* oft - --- - V - OW-1.90 2.00 2.10 0.05 0.05 0.05 710.63 710.63 710.63 710.41 710.41 710.41 710.28 K ý 0.0 05 LO DSUra3Ithnws~ 2.0 2.5 2.20 0.05 710.63 710.41 2.30 0.05 710.63 710.41 -- WSEatDoor Tkw.2 -, IBMaxWSE .... Ground Elevation 2.40 0.05 710.63 710.41 2.50 0.05 710.63 710.41 Minimum computed walter depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 28 of 32

,ww #. n-- ink- n2 V-;14 ii CMACO Time Flow Depth* WSE WSE (hor) (ft) (ft. NAVD88) (fMMSL) 0 0 710.54 710.32 0.10 0.2 710374 710,52 0.20 0.16 710.70 710.48 0.30 0.14 710.68 710.46 040 0.14 710.68 71046 0.50 0.14 710.68 710.46 0.00 0.11 710.65 710.43 0.70 0.1 710.64 710.42 0.00 0.1 710.64 710.42 0.90 0.1 710.64 710.42 1.00 0.1 710.64 710.42 1.10 0.05 710.59 710.37 1.20 0.05 710.59 710.37 1.30 0.05 710.59 710.37 1.40 0.05 710.59 710.37 1.50 0.05 710.59 710.37 1,60 0.05 710.59 710.37 1,70 0,05 710.59 710,37 1,80 0.05 710.59 710.37 1,90 0.05 710.59 710,37 2.00 0.05 710.59 710.37 0.05 710.59 710.37 710.25 2.10 2.20 0.05 710.59 710.37 0.0 0.5 LO ~ 1-5 2.0 2.5 2.30 0.05 710.59 710.37 2.40 0.05 710.59 710,37 -- WSE at Door Tkw.D3 CLB Max WSE ..... Ground a i 2.50 0.05 710.59 710.37

  • Minimum computed water depth of 0.05 ft is due to surface detention parameter assigned in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 29 of 32 WSE at Doir Tkw.D4 Grid # 90093 Time Flow Dvlth* WSE WSE (hours) 1f0) (fit NAVD88) (ft.MSL) 0 0 710.23 710.01 0,10 0,25 710.48 710.26 0.20 0.19 710.42 710.220 0,30 0.18 710.41 710.19 0.40 0.17 710.40 710.18 0.50 0.17 710.40 710.18 0.60 0.2 710.43 710.21 0.70 0.26 710,49 710.27 0.10 0.32 710.55 710.33 0.90 0.36 710.59 710.37 1.90 0.41 710.64 710.42 1.10 0.39 710.62 710.40 1.20 0.36 710.59 710.37 1.30 0,32 710.55 710.33 1.40 0.26 710.49 710.27 1.50 0.21 710.44 710.22 1.60 0.16 710.39 710J17 1.70 0.11 710.34 710.J2 1.80 0.07 710.30 710.08

.0* *....e..e......*...e..*0e*e00000 0000000**.************

1.90 0.05 710.28 710,06 2.00 2.10 0.05 0.05 710.28 710.28 710.06 710.06 709.95 I 2.20 0.05 710.28 710.06 0.0 I 0.5 1.0 1.5 2.0 2-5, DwuUs.(hom'4 2.30 0.05 710.28 710.06

-- s.- WSE at Door Tkw.D4 -C Max WSE s .... Ground Elevation 2.40 0.05 710.28 710.06 2.50 0.05 710.28 710A06 Minimum computed water depth oft 0.5 A is due to surface detention pnammcter atssignd in the FLO-2D model

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 30 of 32 WSE at Loa&Docks A&B Crid # 57946 Time Flow Depth WSE WSE (hours) 00t_ (ft. NAVD88) (ft. MSL) 0 0 70647 70625 0.10 2.89 709,36 709.14 0.20 2.94 709.41 709.19 0.30 2.9 709.37 709-15 0,40 2.88 709.35 709.13 0.50 2.88 709.35 709. t3 0.60 275 70922 709.00 0.70 2.72 709.19 708.97 0.80 2.72 709.19 708.97 0.90 2-81 70928 709-06 1.00 2.73 70920 708.98 1I.0 2.67 709.14 708.92 120 2,72 709-19 708.97 1.30 2.62 709.09 708.87 1.40 2.69 709.16 708.94 1.50 2.68 709.15 708.93 1.60 2.67 709.14 708.92 1.70 2.67 709.14 708.92 1.80 2.66 709.13 708.91 1.90 2.66 709.13 708.91 2,00 2.59 709.00 708.84 2.10 2.65 709.12 708.90 0-0 0.5 1.0 25S 2.0 220 2.58 709,05 708.83 Durmk -on 2.30 2.66 709.13 708.91 WE M at Load.Dodcs AB - - lBMaxMWE o..GmwWn Elevation 2.40 2 56 709.03 708.81 2150 2.66 709.13 708.91

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 31 of 32 WS*E nit Door DM29 (;rid# 66009 Time I Flow Dqnh* WSE WSE (0hours) (ft NAVD8)I

1) (ft. MSL) 0 0 710.5 710.28 M.'O o.0o 710.56 710.34 0.20 oLO6 710.56 710.34 0.30 0.05 710.55 710.33 0.40 0.05 710.55 710.33 0.50 0.05 710.55 710.33 0.60 0.05 710.55 710.33 0.70 0.05 710.55 710.33 0.80 0,05 710.55 710.33 0.90 0.05 710.55 710.33 1.00 0.05 710.55 710.33 1.10 0.05 710.55 710.33 1.20 0.05 710.55 710.33 1.30 0.05 710.55 710.33 1.40 0.05 710.55 710.33 1.50 0.05 710.55 710.33 1.60 0.05 710.55 710.33 0.05 710.55 710.33 1*47*

1.70 1.80 0.05 710.55 710.33 1.90 0.05 710.55 710.33 w*~.~*~~#44444* 4**44*

2.00 0.05 710.55 710.33 MIRLL 2.10 0.05 710.55 710.33 0.0 05 LOuaon(ous L.5 2D0 Z5 2.20 0.05 710.55 710.33 2.30 0.05 710.55 710.33 WSE at Door 0529 - -CLB Max WSE Ground Elevation 2.40 0.05 710.55 710.33

Response to Request for Additional Information (Flood Hazard Reevaluation Report)

Page 32 of 32 WSE at Door D538 Grid 0 50809 Grid Surface Elevation = 710.47 ft. NAVD88 Time Flow DepthT WSE WSE CLB Max WSE (ft, MSL) Ground Elevatio 710.25 ft, MSL Ihours) I (f) (ft. NAVD88) (ft. MSL) 0 710.10 0 710.25 0 0 710.47 710.25 2.5 710.10 2.5 710.25 0.10 0.12 710.59 710.37 0.20 0.11 710.58 710.36 0.30 0.I 710.57 710.35 0.40 0.1 710.57 710,35 0.50 0.1 710.57 710.35 0.60 0.08 710.55 710.33 0.70 0.06 710.55 710.33 0.80 0.05 710.55 710.33 0.90 0.05 710.55 710.33 I.00 0.08 710,55 710.33 1.10 0.05 710.52 710.30 1.20 0.05 710.52 710.30 1.30 0.05 710.52 710.30 1.40 0.05 710.52 710,30 1.50 0.05 710.52 710.30 1.60 0,05 710.52 710.30 1.70 0.05 710.52 710.30 1.80 0.05 710.52 710,30 - - - - - - -- .eeeeeeeeeeeeeeeee 1.90 0.05 710.52 710.30 2.00 0.05 710.52 710.30 0.05 710.52 710.30 710.1 2.10 0.0 0.5 1.0 Duato On 5)i 2L0 2.5 2.20 0.05 710.52 710,30 2.30 0.05 710,52 710.30 - L Max WSE *..Ground Elevation WSE at Door D539 -

2.40 0.05 710.52 710.30

Enclosure 3 LaSalle County Station, Units 1 and 2 LaSalle RAI 1 Response: FLO 2D Modeling Electronic Files DVD labeled: LaSalle RAI Response TAC Nos. MF3655 and MF3656 RAI 1: FLO 2D Modeling Electronic Files April 2015

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