ML19003A306
| ML19003A306 | |
| Person / Time | |
|---|---|
| Site: | Turkey Point  |
| Issue date: | 12/21/2018 |
| From: | Florida Power & Light Co |
| To: | Office of New Reactors |
| Shared Package | |
| ML19003A318 | List:
|
| References | |
| L-2018-237 | |
| Download: ML19003A306 (40) | |
Text
2.4.2-1 Revision 0 Turkey Point Units 6 & 7 - IFSAR 2.4.2 Floods This subsection examines the historical flooding at the vicinity of Units 6 & 7, including Card Sound Canal, Manatee Bay Creek, West Highway Creek, Virginia Key, Vaca Key, Miami-Dade County and Miami areas, Miami Palm Beach areas, Biscayne Bay, and the Atlantic Ocean, and summarizes the individual types and combinations of flood-producing phenomena considered in establishing the flood design basis for safety-related facilities. The potential impacts of local intense precipitation are also described in this subsection.
2.4.2.1 Flood History As described in Subsection 2.4.1, there are no major streams or rivers near Units 6 & 7. There is, however, an extensive network of man-made canals that traverses portions of the Miami-Dade County, Florida, where Units 6 & 7 are located. Located along the Atlantic Ocean, Florida Bay, and Biscayne Bay, the area is susceptible to flooding from storm surge associated with tropical storms and hurricanes. In addition, Miami-Dade County experiences ponding in the very flat, poorly drained areas and drainage canals (Reference 201). The most severe flooding events (up to 1992) in Miami-Dade County, as reported by the Federal Emergency Management Agency (FEMA) in the 1994 flood insurance study for Miami-Dade County, Florida and incorporated areas (Reference 201),
are summarized in Table 2.4.2-201. As shown in the table, the maximum recorded storm tide level is at 11.7 feet NAVD 88, occurred between September 6 and 22, 1926. The design grade elevation at 26 feet NAVD 88 for all safety-related buildings of Units 6 & 7 is above this maximum recorded storm tide level.
The effects of Hurricane Andrew and other hurricane events on flooding at Units 6 & 7 are described in detail in Subsection 2.4.5. Hurricane Andrew caused the worst flooding on record for the area near Units 6 & 7. During Hurricane Andrew, rainfall totals of more than 7 inches were recorded in southeastern Florida (Reference 202). On the southeast Florida coast, the peak storm surge occurred near the time of high astronomical tide. The height of the storm tide ranged from 4 to 6 feet in northern Biscayne Bay and increased to a maximum value of 16.9 feet NGVD 29 (15.37 feet NAVD 88) in southeastern Biscayne Bay, approximately 13 miles north of Units 6 & 7. However, the height of the storm tide was 4 to 5 feet in southern Biscayne Bay (Reference 203).
The gage height measurements at three USGS gages are examined for high water levels that occurred in more recent years: Card Sound Canal (USGS Gage 251816080232200), Manatee Bay Creek (USGS Gage 251549080251200), and West Highway Creek (USGS Gage 251433080265000). These USGS stations are located along the southeastern Florida shoreline south of Units 6 & 7 as shown in Figure 2.4.1-212. Data from the Card Sound Canal gage are available from October 2003 through September 2007, data from the Manatee Bay Creek gage are available from October 2003 through September 2007, and data from the West Highway Creek gage are available from October 1995 through September 2007. Gage height data at all three stations are recorded in 15-minute intervals. Tables 2.4.2-202 through 2.4.2-204 present the four highest gage heights recorded at these gages (Reference 204). The majority of the recorded peak water levels are associated with tropical storm or hurricane events. The maximum gage heights recorded are 1.11 feet NAVD 88 on November 12, 2003, at the Card Sound Canal gage; 2.27 feet NAVD 88 on September 20, 2005, at the Manatee Bay Creek gage; and 2.59 feet NAVD 88 on October 24, 2005, at the West Highway Creek gage (Reference 204).
Tide level measurements are also examined at two tide gage stations: the Virginia Key tide gage (Station ID: 8723214), which is 25 miles north of Units 6 & 7, and the Vaca Key tide gage (Station ID:
8723970), which is 70 miles south of Units 6 & 7. The Virginia Key tide gage was installed in January 1994 and has been collecting water levels continuously. Verified data are available from February 1994 through August 2008. The maximum water level recorded in the Virginia Key station is 2.8 feet NAVD 88 on October 24, 2005 (Reference 205). The Vaca Key tide gage was established in 1970.
2.4.2-2 Revision 0 Turkey Point Units 6 & 7 - IFSAR Verified data are available from January 1971 through August 2008. The maximum water level recorded in Vaca Key station was 5.4 feet NAVD 88 on October 24, 2005 (Reference 206). The five highest tide levels recorded at the two tide gage stations are presented in Tables 2.4.2-205 and 2.4.2-206 (References 205 and 206). As shown in the tables, all the peak tide levels at the two tide gage stations are associated with tropical storm or hurricane events.
From Tables 2.4.2-202 through 2.4.2-206, it is evident that the design grade elevation at 26 feet NAVD 88 for all safety-related buildings of Units 6 & 7 is above the maximum water levels recorded at the USGS gages and the tide gages as described above.
There are no records of dam break flooding or tsunami-induced flooding events near the Units 6 & 7 site, as described in Subsections 2.4.4 and 2.4.6, respectively. There are no records of any ice sheet formations, wind-driven ice ridges, or ice jams on any of the rivers, creeks, or estuaries near Units 6
& 7 as presented in Subsection 2.4.7.
2.4.2.2 Flood Design Considerations The AP1000 is designed for a normal groundwater elevation up to plant elevation 98 and for a flood level up to plant elevation 100. For structural analysis purposes, grade elevation is also established as plant elevation 100. Actual grade will be a few inches lower to prevent surface water from entering doorways.
For a portion of the annex building the site grade will be 107 feet to permit truck access at the elevation of the floor in the annex building and inside containment. Subsection 3.4.1 describes design provisions for groundwater and flooding.
The design basis flooding (DBF) elevation for Units 6 & 7 is determined by considering a number of different flooding scenarios. The potential flooding scenarios applicable and investigated for Units 6 &
7 include the following: probable maximum flood (PMF) on streams and rivers, potential dam failures, probable maximum surge and seiche flooding, probable maximum tsunami, flooding due to ice effects, and potential flooding caused by channel diversions. The flooding scenarios were investigated in conjunction with other flooding and meteorological events, such as wind-generated waves and tidal levels, as recommended in the guidelines presented in ANSI/ANS-2.8-1992 (Reference 207). Detailed descriptions on each of these flooding events and the analysis are described in Subsections 2.4.3 through 2.4.7, and Subsection 2.4.9.
Adverse effects of flooding due to high water or ice effects do not have to be considered for site-specific nonsafety-related structures and water sources outside the scope of the certified design.
Flooding of water intake structures, cooling canals, or reservoirs or channel diversions would not prevent safe operation of the plant.
Flooding due to the PMF on streams and rivers is assessed and described in Subsection 2.4.3. The PMF on streams and rivers is defined by the probable maximum precipitation (PMP) storm event over the stream or river watershed. As addressed in Subsection 2.4.3, flood levels at Units 6 & 7 during severe storms, such as the PMP event, would be controlled by storm tides in the Biscayne Bay because Units 6 & 7 are located on the Biscayne Bay shoreline and there are no major streams or rivers nearby. As a result, a detailed modeling analysis to determine the flood levels from PMF on streams and rivers was not performed for the Units 6 & 7.
The impacts of potential dam failures on the Units 6 & 7 safety-related structures, systems, and components (SSC) are addressed in Subsection 2.4.4. There are no dams located upstream or downstream of Units 6 & 7. Thus, a detailed modeling analysis to determine the flood levels as a
2.4.2-3 Revision 0 Turkey Point Units 6 & 7 - IFSAR result of dam breach was not performed. The makeup water reservoir (MWR), located south of the power block, is constructed of a concrete basin with a top of basin wall at 24 feet NAVD 88, which is 2 feet below the design grade of 26 feet NAVD 88 for the safety-related structures. It is concluded in Subsection 2.4.4 that a postulated breach of the reservoir wall would not pose a flooding risk to the safety-related facilities of the plant.
Probable maximum surge and seiche flooding as a result of the probable maximum hurricane (PMH) is presented in Subsection 2.4.5. The maximum water surface elevation including wave run-up at the plant area during the postulated passage of the PMH is estimated to be 24.8 feet NAVD 88. This flood level also constitutes the DBF elevation for the site, and is below the design grade including the elevation of floor entrances and openings of all safety-related facilities at 26 feet (7.9 meters)
NAVD 88. Thus, the safety functions of the plant are not impacted by the PMH-induced flooding.
Subsection 2.4.6 describes the estimation of flood levels associated with the probable maximum tsunami (PMT). The maximum water level associated with the PMT at Units 6 & 7 is conservatively estimated to be 14.0 feet NAVD 88. Therefore, the PMT does not pose a flood risk to the safety-related facilities for Units 6 & 7.
Based on the historical data assessed in Subsection 2.4.7, it is unlikely that ice effects would pose any flood risk to Units 6 & 7.
Subsection 2.4.9 describes the effects of channel diversions, and it is determined that channel diversion would not pose any flood risk to Units 6 & 7.
The maximum water level at Units 6 & 7 due to a local probable maximum precipitation (PMP) storm event is estimated and described in Subsection 2.4.2.3 below. The maximum water level in the power block area due to a local PMP storm event is estimated to be at 24.5 feet NAVD 88, which is lower than the design grade of 26.0 feet NAVD 88 of the safety-related facilities by 1.5 feet. Thus, no safety-related facilities are affected due to flooding as a result of the local PMP storm.
2.4.2.3 Effects of Local Intense Precipitation The effects of local intense precipitation or local PMP on Units 6 & 7 are presented in this subsection.
The drainage system for the plant area is analyzed for the local PMP event to determine the flood levels.
2.4.2.3.1 Probable Maximum Precipitation Depth The design basis for the local intense precipitation is the all-season, 1-square-mile or point PMP as obtained from the NWS Hydro-meteorological Reports No. 51 and 52 (HMR 51 and HMR 52)
(Reference 208 and 209). Section 5 of HMR 51 (Reference 208) indicates that the PMP values of the southernmost isoline can be used to determine the PMP values for basins located further south, such as a basin in southern Florida where Units 6 & 7 are located. Rainfall records near the site also indicate that no large rainfall events have occurred since the publication of HMR 51 and HMR 52 that would potentially influence the information presented in these publications (References 215 and 216).
The PMP depths given in HMR 51 are for durations ranging from 6 to 72 hours8.333333e-4 days <br />0.02 hours <br />1.190476e-4 weeks <br />2.7396e-5 months <br /> and for drainage areas ranging from 10 to 20,000 square miles. Using these depths, HMR 52 provides procedures for estimating short duration point (or 1 square mile) PMP depths for durations up to 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br />.
Table 2.4.2-207 presents the 1 square-mile PMP depths and intensities for various durations at Units 6 & 7. Figure 2.4.2-201 shows the PMP intensities for storm durations up to 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> for Units 6 & 7.
2.4.2-4 Revision 0 Turkey Point Units 6 & 7 - IFSAR 2.4.2.3.2 Local Drainage Components and Subbasins The Units 6 & 7 power block layout and the finish grades are shown in Figure 2.4.2-202.
As addressed in Subsection 2.4.1, the plant area for Units 6 & 7 is built up from the existing ground with backfill and is surrounded by a retaining wall structure. The design grade for all safety-related facilities, which consist of the containment/shields building and auxiliary building, is at 26 feet NAVD
- 88. The grade elevation adjacent to the retaining wall is 19 feet NAVD 88. The top of the retaining wall is at 21.5 feet NAVD 88 along the eastern perimeter and the western perimeter and 20 feet NAVD 88 along the northern perimeter. The southern portion of the plant area is occupied by the makeup water reservoir with the top of the reservoir wall at 24 feet NAVD 88. The safety-related facilities are located in the center portion of the power block and the finish grade slopes away from the safety-related facilities at a minimum slope of 0.5 percent towards the retaining wall in the east and west and to the swales to the north and south of the power block. The swales located south of the power block also collect overflow from the makeup water reservoir during extreme rainfall events, and the swales to the north of the power block collect stormwater runoff from the switchyard (Clear Sky substation) and parking lot areas. The stormwater runoff flow paths, principally along the swales, in the plant area are shown in Figure 2.4.2-203. Water levels in the swales during the local PMP are determined along their flow paths using the step-backwater methodology in the computer program HEC-RAS (Reference 210).
For typical design storm events, runoff from the power block area is conveyed via catch basins and storm drains to a system of piping and swales that release to the industrial wastewater facility/cooling canal system (cooling canals).
For the local PMP flooding analysis, all storm drains, culverts, and catch basins are assumed clogged and not functioning. All flow during PMP condition is assumed to be either overland or directed through the swales.
The local PMP analysis considered the combined event of a preceding large precipitation event such as a 40% PMP by considering saturated ground cover conditions and no available storage area in the makeup water reservoir at the beginning of the PMP event. Additionally, high water levels in the industrial wastewater facility as a result of flooding events in the Atlantic Ocean and Biscayne Bay were also considered. As indicated in Subsection 2.4.3, the 500-year flood level in the Biscayne Bay is elevation 10.8 feet NAVD 88, which is more than 10 feet below the eastern and western edges of the site perimeter retaining wall at elevation 21.5 feet NAVD 88, where local PMP flows are discharged over the retaining wall.
Even if the highly unlikely combined event of the probable maximum storm surge (PMSS) associated with the probable maximum hurricane (PMH) in the Atlantic Ocean and Biscayne Bay is considered coincident with the peak discharge from the local PMP there would be no impact to the safety functions of the plant. As indicated in Subsection 2.4.5, the PMSS water level at the site is elevation 21.1 feet NAVD 88, which is below the top of the eastern and western edges of the perimeter retaining wall. Thus, precipitation runoff flowing over the retaining wall and the resulting flood elevations in the power block area are not influenced by the PMSS elevation in Biscayne Bay and industrial wastewater facility.
In the PMP flood analysis, the swales south of the power block are referred to as flow paths Cooling Tower East (CT-E) and West (CT-W). The swales north of the power block are referred to as flow paths Parking Lot East (PL-E) and Switchyard West (SY-W). The flow path SY-W consists of two parallel swales located in the switchyard and access road area north of the power block. These two parallel swales are modeled as one channel because during a PMP event the road is postulated to be overtopped.
2.4.2-5 Revision 0 Turkey Point Units 6 & 7 - IFSAR As shown on Figures 2.4.2-203 and 2.4.2-204, the plant area has been delineated into 22 drainage subbasins, with 19 subbasins for the power block area and 3 subbasins for the makeup water reservoir. The overflow from the makeup water reservoir during the PMP contributes to the flood flow discharges along flow paths CT-E and CT-W. Table 2.4.2-208 lists the individual subbasin drainage areas of the 19 subbasins for the power block of Units 6 & 7.
The northern half of the switchyard and the parking lot is graded down from the high-point elevations of 21.0 feet and 23.0 feet NAVD 88, respectively, toward the retaining wall along the northern perimeter of the plant site where grade elevation is at 19.0 feet NAVD 88. Runoff from these areas would generally behave as sheet flows during the PMP condition. The runoff would flow along and over the swales on the northern perimeters of the plant area into the industrial wastewater facility.
Therefore, the runoffs from these areas do not contribute flood flow to the major flow paths defined in the PMP analysis.
2.4.2.3.3 Peak Discharges The steady-state backwater routing option of the U.S. Army Corps of Engineers computer program HEC-RAS (Reference 210) is used to estimate the maximum local PMP water levels along the flow paths as defined above. Cross section locations along the flow paths, i.e., the modeled channels, are shown on Figure 2.4.2-204.
For the runoff analysis, the PMP peak discharge at each subbasin outlet (referred to as the point of interest or POI) is determined using the Rational Method. To estimate the total discharge at each subbasin outlet, the drainage area of all subbasins upstream is included as summarized in Table 2.4.2-209 and shown on Figure 2.4.2-203. The PMP peak discharge for each subbasin is determined using the runoff coefficient, PMP intensity, and the subbasin POI drainage area.
Runoff coefficients were selected to represent the ground cover conditions of the subbasins.
Conservative coefficients are selected to represent saturated ground conditions and as a result of the intense rainfall that would occur during a PMP event. Thus, a runoff coefficient of 1.0, representing 100 percent impervious surfaces, is conservatively selected for all subbasins.
The time of concentration for each subbasin is estimated using the National Resources Conservation Service (NRCS) methodologies (Reference 211). The flow paths for the time of concentration estimation are illustrated in Figure 2.4.2-203. It is postulated that in the first 100 feet of each flow path, the runoff is in the sheet flow regime. Beyond the sheet flow area, the runoff behaves as shallow concentrated flow until it reaches the swales. According to the guidance of the U.S. Army Corps of Engineers, to account for the nonlinear response during the PMP event, the estimated time of concentration for each subbasin should be reduced (Reference 212). Hence, the estimated time of concentration for each subbasins is reduced by 25 percent. The adjusted times of concentration at the subbasin POIs are in the range of 5 minutes to 19.9 minutes, as summarized in Table 2.4.2-211.
The corresponding PMP intensities are determined from Figure 2.4.2-201. Accordingly, the Rational Method, based on runoff coefficients, rainfall intensities, and subbasin drainage areas as determined above, is used to compute the peak discharges at each of the subbasin POIs. The PMP peak discharges for the POIs are listed in Table 2.4.2-211.
The top of wall of the makeup water reservoir is at 24 feet NAVD 88. It is conservatively assumed that the makeup water reservoir is full at the beginning of the PMP event. In order to estimate the peak discharge contribution from the reservoir, the overflow discharge on all sides of the reservoir is also calculated using the Rational Method. The PMP peak runoff is computed based on the area of the reservoir, a runoff coefficient of 1.0, and the 5-minute PMP intensity of 74.5 inches per hour for the 5-minute storm duration, as presented in Table 2.4.2-212. The depth of the contributing overflow discharges from the makeup water reservoir to flow paths CT-E and CT-W is determined using the broad-crested weir equation and the length of reservoir wall, as presented in Table 2.4.2-213. The
2.4.2-6 Revision 0 Turkey Point Units 6 & 7 - IFSAR peak discharges for subbasin POIs 1S3, 1S4, and 2S2, as presented in Table 2.4.2-211, include the overflow contributions from the makeup water reservoir.
The invert elevations of the swales and the modeled cross sections are determined from the finish grade elevation, as shown in Figure 2.4.2-202. The invert elevations and dimensions of the swales are presented in Table 2.4.2-210. The peak discharges of subbasins determined in Table 2.4.2-211 are distributed to the channel cross sections, as shown in Table 2.4.2-214.
Road crossings and retaining walls are modeled as inline structures with broad-crested weirs with a discharge coefficient of 2.6 (Reference 213). Using this fairly low weir coefficient produces higher and, therefore, more conservative water levels over the structures. Figure 2.4.2-234 is a schematic of a typical cross section at the East and West retaining walls and shows the overflow condition during the local PMP event.
The Mannings roughness coefficients (n values) for the channel and over bank areas are assigned based on guidance provided by Chow (Reference 214). A Mannings n of 0.033, the maximum value for dredged straight channel with short grass and few weeds, is used for the swales. The power block area is primarily paved with impervious surface. The area between the power block and the makeup water reservoir and the area between the power block and the parking lot/switchyard consist of grassy surfaces. These areas are represented by a Mannings n of 0.05, which is the maximum value for over bank areas with high grass.
2.4.2.3.4 Flood Elevations The results of the HEC-RAS model analysis and the estimated local PMP water levels at each model cross section are shown in Table 2.4.2-215. Plots of representative cross sections along the model flow paths are shown on Figures 2.4.2-205 through 2.4.2-233. In the figures, blue color indicates water and gray color indicates no-flow area such as obstruction or blockage associated with the wall and road crossings. There are no abrupt changes in the channel cross sections in the HEC-RAS model flow paths near the safety-related facilities, and the simulated water surface profile has a mild slope.
As shown in Table 2.4.2-215, the maximum local PMP water level in the power block area is approximately 24.5 feet NAVD 88, which is approximately 1.5 feet below the design grade of 26 feet NAVD 88 for safety-related structures. A sensitivity analysis was performed by adding interpolated cross sections to the HEC-RAS model (Reference 217). The results of the sensitivity analysis indicate that the maximum water level in the power block area due to the local PMP is not sensitive to additional interpolated cross sections.
In addition to the HEC-RAS analysis, the maximum water depth where runoff will be sheet flowing toward the east and west away from the safety-related structures in the power block is estimated.
Grading in the power block is designed to provide positive drainage such that the local PMP ground and roof runoff will sheet flow toward the swales and the perimeters of the plant area, away from the buildings, to prevent flooding at the safety-related facilities. The peak water levels over the retaining wall are estimated as shown in Table 2.4.2-216 using the broad-crested weir equation where the retaining walls are treated as weirs. Some ponding may occur near the catch basins and other depressed areas. The ponding will be temporary and localized to the depressed areas.
The PMP-generated sheet flow depths near the safety-related structures are calculated. Peak discharges from the roofs of the safety-related structures are estimated using the Rational Method.
The flow depth is estimated using Mannings Equation by postulating that the runoff will flow over the sides of the safety-related buildings and then sheet flow away from the buildings. Figure 2.4.2-235 shows a schematic cross section that illustrates the sheet flow condition away from a safety-related building. A conservatively high Mannings n value of 0.05 is used to represent a rough surface and to
2.4.2-7 Revision 0 Turkey Point Units 6 & 7 - IFSAR account for an increased roughness influence on shallow flows over the surface. The estimated sheet flow depths in the yard area next to the safety-related structures are presented in Table 2.4.2-217. As shown in the table, the sheet flow depth near the safety-related facilities during a PMP is estimated to be in the range of 1.4 inches to 3.8 inches. The highest finish grade elevation in the power block is at 25.5 feet NAVD 88, which is 6 inches below the design grade of 26 feet NAVD 88 for safety-related facilities. Therefore, safety-related facilities are not impacted by PMP flooding.
The site drainage facilities and grading in the power block area are designed to provide positive drainage to evacuate runoff from the local PMP storm event. The finished floor slab elevations for all safety-related buildings are located above the estimated local PMP flood levels. No flood protection measures are considered necessary for the safety-related facilities of Units 6 & 7.
2.4.2.4 References 201.
Federal Emergency Management Agency, Flood Insurance Study, Dade County, Florida and Incorporated Areas, Revised March 1994.
202.
Lovelace, J., and B. McPherson, Effects of Hurricane Andrew (1992) on Wetlands in Southern Florida and Louisiana, U.S. Geological Survey, Water Supply Paper 2425, 1996.
203.
Rappaport, E., Preliminary Report: Hurricane Andrew, 16-28 August, 1992, National Hurricane Center, National Oceanic and Atmosphere Administration. Available at http://www.nhc.noaa.gov/1992andrew.html, accessed October 2, 2008.
204.
U.S. Geological Survey, South Florida Information Access-Data Exchange, Hydrology Data. Available at http://sofia.usgs.gov/exchange/zucker_woods_patino/index.html#card, accessed October 15, 2008.
205.
National Oceanic and Atmospheric Administration, Tide and Current Record, Gage 8723214, Virginia Key, Florida. Available at http://tidesandcurrents.noaa.gov/geo.shtml?
location=8723214, accessed October 3, 2008.
206.
National Oceanic and Atmospheric Administration, Tide and Current Record, Gage 8723970, Vaca Key, Florida. Available at http://tidesandcurrents.noaa.gov/geo.shtml?
location=8723970, accessed October 15, 2008.
207.
American National Standards Institute/American Nuclear Society, American National Standard for Determining Design Basis Flooding at Nuclear Reactor Sites, ANSI/ANS-2.8-1992, 1992 (withdrawn 2002).
208.
National Oceanic and Atmospheric Administration, NWS, Probable Maximum Precipitation Estimates, United States East of the 105th Meridian, Hydrometeorological Report 51, June 1978.
209.
National Oceanic and Atmospheric Administration, U.S. National Weather Service, Application of Probable Maximum Precipitation Estimates United States East of the 105th Meridian, Hydrometeorological Report 52, August 1992.
210.
U.S. Army Corps of Engineers, Hydrologic Engineering Center, River Analysis System, Ver. 3.1.3, May 2005.
211.
U.S. Department of Agriculture, Natural Resources Conservation Service, Urban Hydrology for Small Watersheds, Technical Release 55, June 1986.
2.4.2-8 Revision 0 Turkey Point Units 6 & 7 - IFSAR 212.
U.S. Army Corps of Engineers, Flood-Runoff Analysis, EM 1110-2-1417, August 1994.
213.
Brater, E., and H. King, Handbook of Hydraulics, 6th ed., 1982.
214.
Chow, V., Open Channel Hydraulics, 1959.
215.
Southeast Regional Climate Center, Climate Data, Station 084091, Homestead Exp STN, Florida, Station 087760, Royal Palm Ranger Station, Florida, Station 087020, Perrine 4W, Florida. Available at http://www.sercc.com/climateinfo/historical/historical_fl.html, accessed April 7,2010.
216.
Southeast Regional Climate Center, Climate Data, Station 081716 Miami 12 SSW, Florida 1931-1958, Station 085678 Miami 12 SSW, Florida 1958-1988, Station 085663 Miami WSCMO Airport, Florida, Station 085658 Miami Beach, Florida, Station 083909 Hialeah, Florida and Station 088780 Tamiami Trail 40 MI BEN, Florida. Available at http://www.sercc.com/climateinfo/historical/historical_fl.html, accessed July 2, 2010.
217.
U.S. Army Corps of Engineers, Hydrologic Engineering Center, River Analysis System, Ver. 4.0, March 2008.
2.4.2-9 Revision 0 Turkey Point Units 6 & 7 - IFSAR Reference 201 Table 2.4.2-201 List of Major Flooding Events in Miami-Dade County, Florida Flood Date Flooding Event Description September 6-22, 1926 The most severe storm recorded to hit the Miami area. Storm tides of 13.2 and 10.9 feet NGVD (11.7 and 9.4 feet NAVD 88) were recorded at Coconut Grove and mouth of Miami River, respectively.
October 30-November 8, 1935 Tide of 8 feet NGVD (6.5 feet NAVD 88) was recorded at Dinner Key, south of Miami.
September 11-19, 1947 Tides at Miami Beach reached 4.2 feet NGVD (2.7 feet NAVD 88).
October 9-15, 1947 This hurricane resulted in minor flooding on the bay side of Miami Beach.
October 15-19, 1950 Hurricane King: Tides of over 5 feet NGVD (3.5 feet NAVD 88) were recorded in Biscayne Bay.
August 20-September 5, 1964 Hurricane Cleo: Tides of 3.6 feet NGVD (2.1 feet NAVD 88) were recorded at the Florida Keys.
August 27-September 12, 1965 Hurricane Betsy: Considerable flooding between the greater Miami and Palm Beach area occurred. Miami Beach reported at 6.1 feet mean low water tide.
August 24, 1992 Hurricane Andrew: This hurricane caused considerable damage in South Dade County near Homestead.
2.4.2-10 Revision 0 Turkey Point Units 6 & 7 - IFSAR Note: N/A = No association found Reference 204 Note: N/A = No association found Reference 204 Table 2.4.2-202 Peak Water Levels at Card Sound Canal Gage Card Sound Canal (USGS Gage 251816080232200)
Date Time Water Level (feet, NAVD 88)
Tropical Storm/Hurricane Event 11/12/2003 2:15 1.11 N/A 10/24/2005 8:00 1.01 Hurricane Wilma (10/15-10/26) 11/5/2006 0:15 0.69 N/A 10/8/2004 7:30 0.15 Tropical Storm Matthew (10/8-10/11)
Table 2.4.2-203 Peak Water Levels at Manatee Bay Creek Gage Manatee Bay Creek (USGS Gage 251549080251200)
Date Time Water Level (feet, NAVD 88)
Tropical Storm/Hurricane Event 9/20/2005 16:00 2.27 Hurricane Rita (9/18-9/26) 11/11/2003 14:45 0.97 N/A 10/16/2005 14:00 0.9 Hurricane Wilma (10/15-10/26) 5/22/2007 19:00 0.83 N/A
2.4.2-11 Revision 0 Turkey Point Units 6 & 7 - IFSAR Reference 204 Table 2.4.2-204 Peak Water Levels at West Highway Creek Gage West Highway Creek (USGS Gage 251433080265000)
Date Time Water Level (feet, NAVD 88)
Tropical Storm/Hurricane Event 10/24/2005 19:45 2.59 Hurricane Wilma (10/15-10/26) 10/16/1999 3:30 1.86 Hurricane Irene (10/12-10/19) 9/5/2004 17:30 1.38 Hurricane Ivan (9/2-9/24) 9/21/1999 15:00 1.05 Tropical Storm Harvey (9/19-9/22)
Table 2.4.2-205 Peak Tide Level at Virginia Key Tide Gage Station Virginia Key (Station ID: 8723214) Station Extreme Tide Level Report Peak Tide Level (feet STND(a))
(a)
STND = Station Datum Reference 205 Peak Tide Level (feet NAVD 88)
Date of Peak Level Time of Peak level Tropical Storm/Hurricane Event 14.92 2.79 10/24/2005 12:30 Hurricane Wilma (10/15-10/26) 14.30 2.17 9/20/2005 16:00 Hurricane Rita (9/18-9/26) 14.28 2.15 11/15/1994 11:12 Hurricane Gordon (11/8-11/21) 14.25 2.12 10/15/1999 19:42 Hurricane Irene (10/12-10/19) 14.05 1.92 9/26/2008 11:12 Hurricane Ike (9/1-9/14)
2.4.2-12 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-206 Peak Tide Level at Vaca Key Tide Gage Station Vaca Key (Station ID: 8723970) Station Extreme Tide Level Report Peak Tide Level (feet STND(a))
(a)
STND = Station Datum Reference 205 Peak Tide Level (feet NAVD 88)
Date of Peak Level Time of Peak Level Tropical Storm/Hurricane Event 9.31 5.43 10/24/2005 15:42 Hurricane Wilma (10/15-10/26) 5.07 1.19 8/26/2005 8:48 Hurricane Katrina (8/23-9/3) 4.94 1.06 10/07/1974 3:18 Subtropical Storm Unnamed Subtropical Storm 4 (10/4-10/9) 4.89 1.01 10/16/1999 1:12 Hurricane Irene (10/12-10/19) 4.86 0.98 11/06/2001 6:42 Hurricane Michelle (10/29-11/6)
Table 2.4.2-207 Units 6 & 7 Site Short Duration Local PMP Depths PMP Duration & Area 1-hr, Point Location Ratio Source PMP Depth (in)
Intensity (in/hr) 6 hr, 10 mi2
HMR 51 Figure 18 32.0 5.3 1 hr, point location
HMR 52 Figure 24 19.4 19.4 30 min, point 0.73 HMR 52 Figure 38 14.2 28.3 15 min, point 0.50 HMR 52 Figure 37 9.7 38.8 5 min, point 0.32 HMR 52 Figure 36 6.2 74.5
2.4.2-13 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-208 Subbasin Drainage Area Subbasin Drainage Area (ft2)
Drainage Area (acres) 1S1 130,000 2.98 1S2 34,375 0.79 1S3 428,750 9.84 1S4 297,500 6.83 1N1 150,000 3.44 1N2 30,625 0.70 1N3 150,000 3.44 1N4 135,563 3.11 1N5 572,600 13.15 1N6 1,052,800 24.17 1W1 285,156 6.55 1W2 194,688 4.47 2S1 60,625 1.39 2S2 610,156 14.01 2N1 102,813 2.36 2N2 102,813 2.36 2N3 883,722 20.29 2N4 67,500 1.55 2E1 766,875 17.61
2.4.2-14 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-209 Subbasin Point of Interest (POI) Drainage Areas Subbasin POI Contributing Upstream Subbasin Total Drainage Area (acres) 1S1 1S1 2.98 1S3 1S1, 1S3 12.83 1S4 1S1-1S4 20.45 2S1 2S1 1.39 2S2 2S1, 2S2 15.40 1N1 1N1 3.44 1N3 1N1, 1N3 6.89 1N5 1N1, 1N3, 1N5 20.03 1N6 1N1-1N6 48.02 2N1 2N1 2.36 2N3 2N1-2N4 26.56 1W1 1W1 6.55 1W2 1W2 4.47 2E1 2E1 17.61
2.4.2-15 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-210 (Sheet 1 of 2)
Swale Dimensions(a)
Cross Section Swale Invert NAVD 88 (ft)
Cooling Tower EAST 1100 20.3 900 19.9 700 19.5 400 18.9 300 18.6 200 18.4 150 18.3 100 18.2 50 18.1 20 18.1 Cross Section Swale Invert NAVD 88 (ft)
Cooling Tower WEST 1100 20.3 900 19.9 700 19.5 500 19.1 350 18.8 300 18.6 200 18.4 150 18.3 100 18.2 20 18.1 Cross Section Swale Invert NAVD 88 (ft)
Parking Lot - East 900 19.5 800 19.3 600 19.0 400 18.6 300 18.5 240 18.4 200 18.3 50 18.1 20 18.0
2.4.2-16 Revision 0 Turkey Point Units 6 & 7 - IFSAR Cross Section North of Power Block Area Swale Invert NAVD 88 (ft)
Clear Sky Substation Swale Invert NAVD 88 (ft)
Switchyard - West 1290 19.5 N/A 1190 19.3 21.0 1000 19.1 20.5 800 18.9 20.0 600 18.7 19.5 500 18.5 19.2 300 18.3 18.8 200 18.2 18.5 150 18.2 18.4 50 18.0 18.1 20 18.0 18.1 (a)
Side-slope of all swales is 2 (horizontal) to 1 (vertical)
Table 2.4.2-210 (Sheet 2 of 2)
Swale Dimensions(a)
2.4.2-17 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-211 Units 6 & 7 Subbasin Local PMP Peak Discharges Subbasin POI Drainage Area (acres)
Composite Runoff Coefficient Time of Concentration (min)
Rainfall Intensity (in/hr)
PMP Peak Discharge without MWR Overflow (cfs)
MWR Overflow (cfs)
Combined PMP Peak Discharge (cfs) 1S1 2.98 1
5.0 74.5 222.3
222.3 1S3 12.83 1
8.1 63.0 808.1 275.1 1083.2 1S4 20.45 1
10.0 56.0 1145.0 235.8 1655.9 2S1 1.39 1
5.0 74.5 103.7
103.7 2S2 15.40 1
10.3 56.0 862.3 534.5 1396.8 1N1 3.44 1
5.0 74.5 256.5
256.5 1N3 6.89 1
5.5 73.0 502.8
502.8 1N5 20.03 1
13.0 47.0 941.5
941.5 1N6 48.02 1
19.9 36.0 1728.6
1728.6 2N1 2.36 1
5.2 74.0 174.7
174.7 2N3 26.56 1
13.6 45.0 1195.1
1195.1 1W1 6.55 1
5.0 74.5 487.7
487.7 1W2 4.47 1
5.0 74.5 333.0
333.0 2E1 17.61 1
5.5 73.0 1285.2
1285.2
2.4.2-18 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-212 Flow Depth Over the Crest of Makeup Water Reservoir Walls Reservoir Storage Reservoir Wall Length (feet)
Drainage Area (acres)
PMP Peak Discharge (cfs)
Flow Depth over MWR Wall (feet)
Flow Depth over MWR Wall (inches)
CT 5717 36.19 2696.1 0.32 3.8 Table 2.4.2-213 Total Discharge Over the Northern Wall of the Makeup Water Reservoir Subbasin MWR Wall Length (feet)
Flow Depth over MWR Wall (feet)
PMP Peak Discharge From MWR Overflow (cfs)
CT-1N1 583 0.32 275.1 CT-1N2 500 0.32 235.8 CT-2N1 1133 0.32 534.5 sum=
2217 sum=
1045.4
2.4.2-19 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-214 (Sheet 1 of 2)
Units 6 & 7 Flow Path Cross Section PMP Peak Discharge Cross Section Channel Station Contributing Subbasin Subbasin POI Cumulative Peak Discharge (cfs)
Subbasin POI Incremental Peak Discharge (cfs)
Peak Discharge Allocation Percentage Upstream Contributing Subbasins Cross Section Peak Discharge (cfs)
Cooling Tower West 1100 1S3 1083.2 1083.2 5%
1S1, 1S3, CT-1N1 54.2 900 1S3 1083.2 1083.2 50%
1S1, 1S3, CT-1N1 541.6 700 1S3 1083.2 1083.2 100%
1S1, 1S3, CT-1N1 1083.2 500 1S4 1655.9 572.7 10%
1S1-1S4, CT-1N1, CT-1N2 1140.5 350 1S4 1655.9 572.7 30%
1S1-1S4, CT-1N1, CT-1N2 1255.0 300 1S4 1655.9 572.7 40%
1S1-1S4, CT-1N1, CT-1N2 1312.3 200 1S4 1655.9 572.7 70%
1S1-1S4, CT-1N1, CT-1N2 1484.1 150 1S4 1655.9 572.7 80%
1S1-1S4, CT-1N1, CT-1N2 1541.4 100 1S4 1655.9 572.7 90%
1S1-1S4, CT-1N1, CT-1N2 1598.6 20 1S4 1655.9 572.7 100%
1S1-1S4, CT-1N1, CT-1N3 1655.9 0
1S4 1655.9 572.7 100%
1S1-1S4, CT-1N1, CT-1N2 1655.9 Cooling Tower East 1100 2S2 1396.8 1396.8 5%
2S1, 2S2, CT-2N1 69.8 900 2S2 1396.8 1396.8 20%
2S1, 2S2, CT-2N1 279.4 700 2S2 1396.8 1396.8 40%
2S1, 2S2, CT-2N1 558.7 400 2S2 1396.8 1396.8 60%
2S1, 2S2, CT-2N1 838.1 300 2S2 1396.8 1396.8 70%
2S1, 2S2, CT-2N1 977.8 200 2S2 1396.8 1396.8 80%
2S1, 2S2, CT-2N1 1117.5 150 2S2 1396.8 1396.8 85%
2S1, 2S2, CT-2N1 1187.3 100 2S2 1396.8 1396.8 90%
2S1, 2S2, CT-2N1 1257.2 50 2S2 1396.8 1396.8 95%
2S1, 2S2, CT-2N1 1327.0 20 2S2 1396.8 1396.8 100%
2S1, 2S2, CT-2N2 1396.8 0
2S2 1396.8 1396.8 100%
2S1, 2S2, CT-2N1 1396.8
2.4.2-20 Revision 0 Turkey Point Units 6 & 7 - IFSAR Parking Lot East 900 2N3 1195.1 1195.1 5%
2N1, 2N2, 2N4 59.8 800 2N3 1195.1 1195.1 15%
2N1, 2N2, 2N4 179.3 600 2N3 1195.1 1195.1 35%
2N1, 2N2, 2N4 418.3 400 2N3 1195.1 1195.1 55%
2N1, 2N2, 2N4 657.3 300 2N3 1195.1 1195.1 60%
2N1, 2N2, 2N4 717.1 240 2N3 1195.1 1195.1 75%
2N1, 2N2, 2N4 896.3 200 2N3 1195.1 1195.1 80%
2N1, 2N2, 2N4 956.1 50 2N3 1195.1 1195.1 95%
2N1, 2N2, 2N4 1135.3 20 2N3 1195.1 1195.1 100%
2N1, 2N2, 2N5 1195.1 0
2N3 1195.1 1195.1 100%
2N1, 2N2, 2N4 1195.1 Switchyard West 1290 1N5 941.5 941.5 20%
1N1, 1N53, 1N5 188.3 1190 1N5 941.5 941.5 45%
1N1, 1N53, 1N5 423.7 1000 1N5 941.5 941.5 100%
1N1, 1N53, 1N5 941.5 800 1N6 1728.6 787.1 10%
1N1-1N6 1020.2 600 1N6 1728.6 787.1 35%
1N1-1N6 1217.0 500 1N6 1728.6 787.1 50%
1N1-1N6 1335.0 300 1N6 1728.6 787.1 70%
1N1-1N6 1492.5 200 1N6 1728.6 787.1 80%
1N1-1N6 1571.2 150 1N6 1728.6 787.1 85%
1N1-1N6 1610.5 50 1N6 1728.6 787.1 95%
1N1-1N6 1689.2 20 1N6 1728.6 787.1 100%
1N1-1N7 1728.6 0
1N6 1728.6 787.1 100%
1N1-1N6 1728.6 Table 2.4.2-214 (Sheet 2 of 2)
Units 6 & 7 Flow Path Cross Section PMP Peak Discharge Cross Section Channel Station Contributing Subbasin Subbasin POI Cumulative Peak Discharge (cfs)
Subbasin POI Incremental Peak Discharge (cfs)
Peak Discharge Allocation Percentage Upstream Contributing Subbasins Cross Section Peak Discharge (cfs)
2.4.2-21 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-215 (Sheet 1 of 3)
HEC-RAS Model Result for Units 6 & 7 Flow Path Reach Channel Station (cross section)
Profile PMP Peak Discharge (cfs)
Minimum Channel Elevation NAVD 88 (ft)
Water Surface Elevation NAVD 88 (ft)
Channel Velocity (ft/s)
Froude Number Cooling Tower W PMP CT-W 1100 PMP 54.2 20.3 24.5 0.1 0.01 Cooling Tower W PMP CT-W 1000(a)
PMP 54.2 20.1 24.5 0.1 0.01 Cooling Tower W PMP CT-W 900 PMP 541.6 19.9 24.5 1.5 0.13 Cooling Tower W PMP CT-W 800(a)
PMP 541.6 19.7 24.4 1.5 0.13 Cooling Tower W PMP CT-W 700 PMP 1083.2 19.5 24.4 3.3 0.27 Cooling Tower W PMP CT-W 600(a)
PMP 1083.2 19.3 24.3 2.9 0.23 Cooling Tower W PMP CT-W 500 PMP 1140.5 19.1 24.2 3.2 0.25 Cooling Tower W PMP CT-W 425(a)
PMP 1140.5 18.9 24.2 3.3 0.26 Cooling Tower W PMP CT-W 350 PMP 1255.0 18.8 24.1 3.9 0.30 Cooling Tower W PMP CT-W 300 PMP 1312.3 18.6 24.1 4.2 0.32 Cooling Tower W PMP CT-W 200 PMP 1484.1 18.4 23.9 5.5 0.42 Cooling Tower W PMP CT-W 150 PMP 1541.4 18.3 23.7 6.3 0.49 Cooling Tower W PMP CT-W 100 PMP 1598.6 18.2 23.2 10.2 0.82 Cooling Tower W PMP CT-W 80 Inline Structure 1598.6 N/A 23.2 N/A N/A Cooling Tower W PMP CT-W 20 PMP 1655.9 18.1 22.8 3.3 0.28 Cooling Tower W PMP CT-W 10 Inline Structure 1655.9 N/A 22.8 N/A N/A Cooling Tower W PMP CT-W 0
PMP 1655.9 0.0 1.3 6.5 1.01 Cooling Tower E PMP CT-E 1100 PMP 69.8 20.3 23.9 0.2 0.02 Cooling Tower E PMP CT-E 1000(a)
PMP 69.8 20.1 23.9 0.2 0.02 Cooling Tower E PMP CT-E 900 PMP 279.4 19.9 23.9 1.0 0.09 Cooling Tower E PMP CT-E 800(a)
PMP 279.4 19.7 23.8 1.0 0.09 Cooling Tower E PMP CT-E 700 PMP 558.7 19.5 23.8 2.1 0.19 Cooling Tower E PMP CT-E 600(a)
PMP 558.7 19.3 23.8 2.2 0.19 Cooling Tower E PMP CT-E 500(a)
PMP 558.7 19.1 23.7 2.3 0.19 Cooling Tower E PMP CT-E 400 PMP 838.1 18.9 23.6 4.5 0.37
2.4.2-22 Revision 0 Turkey Point Units 6 & 7 - IFSAR Cooling Tower E PMP CT-E 300 PMP 977.8 18.6 23.1 7.3(b) 0.63 Cooling Tower E PMP CT-E 250 Inline Structure 977.8 N/A 23.1 N/A N/A Cooling Tower E PMP CT-E 200 PMP 1117.5 18.4 23.1 5.9(b) 0.50 Cooling Tower E PMP CT-E 150 PMP 1187.3 18.3 22.9 6.6(b) 0.56 Cooling Tower E PMP CT-E 100 PMP 1257.2 18.2 22.7 6.9(b) 0.59 Cooling Tower E PMP CT-E 50 PMP 1327.0 18.1 22.6 5.4(b) 0.46 Cooling Tower E PMP CT-E 20 PMP 1396.8 18.1 22.7 2.7 0.23 Cooling Tower E PMP CT-E 10 Inline Structure 1396.8 N/A 22.7 N/A N/A Cooling Tower E PMP CT-E 0
PMP 1396.8 0.0 0.6 4.6 1.00 Switchyard PMP SY-W 1290 PMP 188.3 19.5 22.9 0.5 0.05 Switchyard PMP SY-W 1190 PMP 423.7 19.3 22.9 0.5 0.08 Switchyard PMP SY-W 1095(a)
PMP 423.7 19.2 22.9 0.4 0.06 Switchyard PMP SY-W 1000 PMP 941.5 19.1 22.9 0.8 0.12 Switchyard PMP SY-W 900(a)
PMP 941.5 19.0 22.8 0.8 0.11 Switchyard PMP SY-W 800 PMP 1020.2 18.9 22.8 0.9 0.12 Switchyard PMP SY-W 700(a)
PMP 1020.2 18.8 22.8 0.8 0.12 Switchyard PMP SY-W 600 PMP 1217 18.6 22.8 1.1 0.14 Switchyard PMP SY-W 500 PMP 1335 18.5 22.7 1.1 0.15 Switchyard PMP SY-W 400(a)
PMP 1335 18.4 22.7 1.1 0.15 Switchyard PMP SY-W 300 PMP 1492.5 18.3 22.7 1.2 0.17 Switchyard PMP SY-W 200 PMP 1571.2 18.2 22.6 1.3 0.18 Switchyard PMP SY-W 150 PMP 1610.5 18.2 22.6 1.6 0.21 Switchyard PMP SY-W 125 Inline Structure 1610.5 N/A 22.6 N/A N/A Switchyard PMP SY-W 50 PMP 1689.2 18.0 22.6 1.5 0.2 Switchyard PMP SY-W 20 PMP 1728.6 18.0 22.6 1.1 0.14 Switchyard PMP SY-W 10 Inline Structure 1728.6 N/A 22.6 N/A N/A Table 2.4.2-215 (Sheet 2 of 3)
HEC-RAS Model Result for Units 6 & 7 Flow Path Reach Channel Station (cross section)
Profile PMP Peak Discharge (cfs)
Minimum Channel Elevation NAVD 88 (ft)
Water Surface Elevation NAVD 88 (ft)
Channel Velocity (ft/s)
Froude Number
2.4.2-23 Revision 0 Turkey Point Units 6 & 7 - IFSAR Switchyard PMP SY-W 0
PMP 1728.6 0.0 1.3 6.6 1.01 Parking Lot PMP PL E 900 PMP 59.8 19.4 22.8 0.2 0.02 Parking Lot PMP PL E 800 PMP 179.3 19.3 22.8 0.5 0.05 Parking Lot PMP PL E 700(a)
PMP 179.3 19.1 22.8 0.5 0.04 Parking Lot PMP PL E 600 PMP 418.3 19.0 22.8 1.1 0.1 Parking Lot PMP PL E 500(a)
PMP 418.3 18.8 22.8 1.1 0.1 Parking Lot PMP PL E 400 PMP 657.3 18.6 22.8 1.8 0.16 Parking Lot PMP PL E 300 PMP 717.1 18.5 22.7 2.0 0.17 Parking Lot PMP PL E 240 PMP 896.3 18.4 22.7 2.5 0.22 Parking Lot PMP PL E 200 PMP 956.1 18.3 22.7 2.8 0.24 Parking Lot PMP PL E 88 Inline Structure 956.1 N/A 22.7 N/A N/A Parking Lot PMP PL E 50 PMP 1135.3 18.1 22.6 2.7 0.23 Parking Lot PMP PL E 20 PMP 1195.1 18.0 22.6 3.8 0.32 Parking Lot PMP PL E 10 Inline Structure 1195.1 N/A 22.6 N/A N/A Parking Lot PMP PL E 0
PMP 1195.1 0.0 1
8.6 1.48 (a)
Interpolated Cross Section (b)
Segments of the drainage swale experiencing high velocity are protected with rip rap or concrete lining N/A Not applicable for Inline Structure Table 2.4.2-215 (Sheet 3 of 3)
HEC-RAS Model Result for Units 6 & 7 Flow Path Reach Channel Station (cross section)
Profile PMP Peak Discharge (cfs)
Minimum Channel Elevation NAVD 88 (ft)
Water Surface Elevation NAVD 88 (ft)
Channel Velocity (ft/s)
Froude Number
2.4.2-24 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-216 Sheet Flow Depth Over the Retaining Wall Subbasin PMP Peak Discharge for Subbasin (cfs)
Weir Coefficient for Broad Crested Weir Retaining Wall Length (ft)
Flow Depth over the Retaining Wall NAVD 88 (ft)
Maximum Water Level over Retaining wall (ft NAVD 88) 1W1 487.7 2.6 733.0 0.4 21.9 1W2 333.0 2.6 666.0 0.3 21.8 2E1 1232.4 2.6 1133.0 0.6 22.1 Table 2.4.2-217 Sheet Flow Depth Near Safety-Related Buildings Subbasin Proportion of Safety Buildings Contributing to Sheet Flow Depth Safety Building (acre)
PMP Peak Discharge Generated Near Safety Building (cfs)
Manning's n
Width, b (ft)
Slope, S Flow Depth (ft)
Flow Depth (in)
Maximum Water Level Near Safety-Related Structures (ft NAVD 88) 1W1 1/4 of Containment Building, 1/20 of Auxiliary Building 0.13 9.7 0.1 100.0 0.005 0.2 1.9 25.7 1W2 1/4 of Containment Building 0.10 7.5 0.1 125.0 0.005 0.1 1.4 25.6 2E1 1/3 of Containment Building, 2/3 of Auxiliary Building 1.24 92.4 0.1 300.0 0.005 0.3 3.8 25.8
2.4.2-25 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-201 Units 6 & 7 Site Local PMP Intensity-Duration Curve 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 0
10 20 30 40 50 60 70 Duration (min)
Intensity (in/hr)
2.4.2-26 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-202 Units 6 & 7 Power Block Finish Grading Plan
2.4.2-27 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-203 Units 6 & 7 Local PMP Analysis Subbasin Drainage Areas
2.4.2-28 Revision 0 Turkey Point Units 6 & 7 - IFSAR Note: River Station 0 of each of the HEC-RAS model flow paths is located 20 to 30 feet downstream of River Station 20 and does not represent any physical feature.
Figure 2.4.2-204 Units 6 & 7 Local PMP Analysis HEC-RAS Cross Section Locations
2.4.2-29 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-205 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower East Cross Section 1100 Figure 2.4.2-206 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower East Cross Section 700 Figure 2.4.2-207 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower East Cross Section 250 Inline Structure (IS)
-400
-300
-200
-100 0
100 200 20.0 20.5 21.0 21.5 22.0 22.5 23.0 23.5 24.0 River = Cooling Tower E Reach = PMP CT-E RS = 1100 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-400
-300
-200
-100 0
100 200 19 20 21 22 23 24 River = Cooling Tower E Reach = PMP CT-E RS = 700 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-300
-200
-100 0
100 200 18 19 20 21 22 23 24 River = Cooling Tower E Reach = PMP CT-E RS = 250 IS Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-30 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-208 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower East Cross Section 50 Figure 2.4.2-209 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower East Cross Section 10 IS Figure 2.4.2-210 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower West Cross Section 1100
-300
-250
-200
-150
-100
-50 0
50 100 18 19 20 21 22 23 River = Cooling Tower E Reach = PMP CT-E RS = 50 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-300
-200
-100 0
100 200 18 19 20 21 22 23 24 River = Cooling Tower E Reach = PMP CT-E RS = 10 IS Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 400 500 20 21 22 23 24 25 River = Cooling Tower W Reach = PMP CT-W RS = 1100 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-31 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-211 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower West Cross Section 700 Figure 2.4.2-212 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower West Cross Section 300 Figure 2.4.2-213 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower West Cross Section 100
-200
-100 0
100 200 300 400 500 19 20 21 22 23 24 25 River = Cooling Tower W Reach = PMP CT-W RS = 700 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 400 18 19 20 21 22 23 24 25 River = Cooling Tower W Reach = PMP CT-W RS = 300 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 18 19 20 21 22 23 24 River = Cooling Tower W Reach = PMP CT-W RS = 100 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-32 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-214 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower West Cross Section 80 IS Figure 2.4.2-215 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower West Cross Section 20 Figure 2.4.2-216 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Cooling Tower West Cross Section 10 IS
-200
-100 0
100 200 300 18 19 20 21 22 23 24 River = Cooling Tower W Reach = PMP CT-W RS = 80 IS Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 18 19 20 21 22 23 24 River = Cooling Tower W Reach = PMP CT-W RS = 20 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 18 19 20 21 22 23 24 River = Cooling Tower W Reach = PMP CT-W RS = 10 IS Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-33 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-217 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 900 Figure 2.4.2-218 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 600 Figure 2.4.2-219 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 200
-400
-200 0
200 400 19.0 19.5 20.0 20.5 21.0 21.5 22.0 22.5 23.0 River = Parking Lot Reach = PMP PL E RS = 900 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-400
-200 0
200 400 18 19 20 21 22 23 River = Parking Lot Reach = PMP PL E RS = 600 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-400
-200 0
200 400 18 19 20 21 22 23 River = Parking Lot Reach = PMP PL E RS = 200 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-34 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-220 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 88 IS Figure 2.4.2-221 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 50 Figure 2.4.2-222 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 20
-400
-200 0
200 400 18 19 20 21 22 23 River = Parking Lot Reach = PMP PL E RS = 88 IS Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 400 18 19 20 21 22 23 River = Parking Lot Reach = PMP PL E RS = 50 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-100 0
100 200 300 400 18 19 20 21 22 23 River = Parking Lot Reach = PMP PL E RS = 20 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-35 Revision 0 Turkey Point Units 6 & 7 - IFSAR Table 2.4.2-223 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 10 IS Figure 2.4.2-224 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 1290 Figure 2.4.2-225 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Parking Lot East Cross Section 1190
-100 0
100 200 300 400 18 19 20 21 22 23 River = Parking Lot Reach = PMP PL E RS = 10 IS Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 400 19.0 19.5 20.0 20.5 21.0 21.5 22.0 22.5 23.0 River = Switch Yard Reach = PMP SY-W RS = 1290 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-400
-200 0
200 400 19.0 19.5 20.0 20.5 21.0 21.5 22.0 22.5 23.0 River = Switch Yard Reach = PMP SY-W RS = 1190 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-36 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-226 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Switchyard West Cross Section 800 Figure 2.4.2-227 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Switchyard West Cross Section 500 Figure 2.4.2-228 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Switchyard West Cross Section 200
-400
-200 0
200 400 18 19 20 21 22 23 River = Switch Yard Reach = PMP SY-W RS = 800 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-400
-200 0
200 400 18 19 20 21 22 23 River = Switch Yard Reach = PMP SY-W RS = 500 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-400
-200 0
200 400 18 19 20 21 22 23 River = Switch Yard Reach = PMP SY-W RS = 200 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-37 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-229 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Switchyard West Cross Section 150 Figure 2.4.2-230 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Switchyard West Cross Section 125 IS Figure 2.4.2-231 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Switchyard West Cross Section 50
-300
-200
-100 0
100 200 300 400 18 19 20 21 22 23 River = Switch Yard Reach = PMP SY-W RS = 150 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-300
-200
-100 0
100 200 300 400 18 19 20 21 22 23 River = Switch Yard Reach = PMP SY-W RS = 125 IS Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 400 18 19 20 21 22 23 River = Switch Yard Reach = PMP SY-W RS = 50 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-38 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-232 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Switchyard West Cross Section 20 Figure 2.4.2-233 Units 6 & 7 Local PMP HEC-RAS Cross Section and PMP Flood Level: Switchyard West Cross Section 10 IS
-200
-100 0
100 200 300 400 18 19 20 21 22 23 River = Switch Yard Reach = PMP SY-W RS = 20 Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
-200
-100 0
100 200 300 400 18 19 20 21 22 23 River = Switch Yard Reach = PMP SY-W RS = 10 IS Station (ft)
Elevation (ft)
Legend WS PMP Ground Bank Sta
2.4.2-39 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-234 Schematic of Overflow Condition at the Retaining Wall Boundary
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2.4.2-40 Revision 0 Turkey Point Units 6 & 7 - IFSAR Figure 2.4.2-235 Schematic of a Typical Sheet Flow Condition Adjacent to a Safety-Related Building FINISH GRADE EL. 25.5 FT DESIGN PLANT GRADE EL. 26.0 FT EXTERNAL WALL OF A SAFETY-RELATED BUILDING 0.5%
SHEET FLOW Notes:
-Elevation in NAVD 88.
-Not to scale.