ML12341A270
| ML12341A270 | |
| Person / Time | |
|---|---|
| Site: | Watts Bar  |
| Issue date: | 12/06/2012 |
| From: | - No Known Affiliation |
| To: | Division of Operating Reactor Licensing |
| References | |
| Download: ML12341A270 (35) | |
Text
WBN2Public Resource From: Boyd, Desiree L [dlboyd@tva.gov]
Sent: Thursday, December 06, 2012 9:55 AM To: Epperson, Dan; Wilson, George; Poole, Justin Cc: Arent, Gordon; Boyd, Desiree L; Hamill, Carol L
Subject:
TVA letter to NRC_12-05-12_SCCW RAI Response Attachments: 12-05-12_SCCW RAI Response_Final.pdf Please see attached TVA letter that was sent to the NRC today.
Thank You,
~*~*~*~*~*~*~*~*~*~*~
Désireé L. Boyd WBN Unit 2 Licensing dlboyd@tva.gov 423-365-8764 1
Hearing Identifier: Watts_Bar_2_Operating_LA_Public Email Number: 761 Mail Envelope Properties (7AB41F650F76BD44B5BCAB7C0CCABFAF38061A62)
Subject:
TVA letter to NRC_12-05-12_SCCW RAI Response Sent Date: 12/6/2012 9:54:36 AM Received Date: 12/6/2012 9:55:52 AM From: Boyd, Desiree L Created By: dlboyd@tva.gov Recipients:
"Arent, Gordon" <garent@tva.gov>
Tracking Status: None "Boyd, Desiree L" <dlboyd@tva.gov>
Tracking Status: None "Hamill, Carol L" <clhamill@tva.gov>
Tracking Status: None "Epperson, Dan" <Dan.Epperson@nrc.gov>
Tracking Status: None "Wilson, George" <George.Wilson@nrc.gov>
Tracking Status: None "Poole, Justin" <Justin.Poole@nrc.gov>
Tracking Status: None Post Office: TVANUCXVS2.main.tva.gov Files Size Date & Time MESSAGE 274 12/6/2012 9:55:52 AM 12-05-12_SCCW RAI Response_Final.pdf 5195010 Options Priority: Standard Return Notification: No Reply Requested: No Sensitivity: Normal Expiration Date:
Recipients Received:
Tennessee Valley Authority, Post Office Box 2000, Spring City, Tennessee 37381-2000 December 5, 2012 10 CFR § 51.53(b)
U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, D.C. 20555-0001 Watts Bar Nuclear Plant, Unit 2 NRC Docket No. 50-391
Subject:
REQUEST FOR ADDITIONAL INFORMATION REGARDING SUPPLEMENTAL CONDENSER COOLING WATER VELOCITY (TAC No. MD8203)
References:
- 1. E-mail from Justin Poole (NRC) to Gordon Arent (TVA), dated September 6, 2012, Draft RAI on FES
- 2. TVA letter dated June 11, 2012, Estimates of Entrainment of Fish Eggs and Larvae at Watts Bar Nuclear Plant at Tennessee River Mile 528 from March 2010 through March 2011 (TAC No. MD8203) 3 TVA letter dated February 25, 2010, Watts Bar Nuclear Plant(WBN)
Unit 2 - Additional Information Regarding Environmental Review (TAC No. MD8203)
- 4. TVA letter dated October 22, 2009, Additional Information in Support of TVA Final Supplemental Environmental Impact Statement (FSEIS)
- 5. TVA letter dated July 2, 2009, Additional Information in Support of TVA Final Supplemental Environmental Impact Statement (FSEIS)
- Unit 2 - Final Supplemental Environmental Impact Statement for the Completion and Operation of Unit 2 The purpose of this letter is to respond to the request for additional information (RAI) transmitted to TVA by Reference 1 concerning the water velocity at the intake of the Supplemental Condenser Cooling Water System (SCCW). The NRC staff noted that the SCCW intake water velocity differed among some TVA submittals with higher values reported in Reference 2 than in earlier submittals.
U.S. Nuclear Regulatory Commission Page 3 December 5, 2012 cc (Enclosure):
U. S. Nuclear Regulatory Commission Region II Marquis One Tower 245 Peachtree Center Ave., NE Suite 1200 Atlanta, Georgia 30303-1257 NRC Resident Inspector Unit 2 Watts Bar Nuclear Plant 1260 Nuclear Plant Road Spring City, Tennessee 37381
U.S. Nuclear Regulatory Commission Page 4 December 5, 2012 bcc (Enclosure):
Jessie Quichocho U.S. Nuclear Regulatory Commission MS 08G9A One White Flint North 11555 Rockville Pike Rockville, Maryland 20852-2738 Fred Brown, Deputy Regional Administrator for Construction U. S. Nuclear Regulatory Commission Region II Marquis One Tower 245 Peachtree Center Ave., NE Suite 1200 Atlanta, Georgia 30303-1257
ENCLOSURE TVA RESPONSE TO REQUEST FOR ADDITIONAL INFORMATION REGARDING SUPPLEMENTAL CONDENSER COOLING WATER VELOCITY - WBN U2 The Supplemental Condenser Cooling Water System (SCCW) was incorporated into the design of the Watts Bar Nuclear Plant (WBN) after several years of Unit 1 operation to improve the overall thermal efficiency of the plant. Use of the SCCW system is discretionary in that the plant can operate without the SCCW system; however, the power output of the plant will be reduced in most cases by that action.
TVA has performed a number of studies related to the SCCW performance. Design studies were performed to determine how to incorporate the system into the WBN design. Thermal hydraulic studies were performed to develop environmental impact statements and permitting documents, first for the operation of Unit 1, and then for Unit 1 and Unit 2 operation with SCCW.
Specific studies to respond to NRC questions associated with the licensing of Unit 2 were also performed. This has resulted in a number of different submittals, often with different assumptions, over a relatively long period of time with associated documents not being submitted in chronological order, and in some cases the documents being submitted well after their issue date. This has contributed to a confusing timeline of SCCW information. Table 1 provides a chronological list of documents related to the SCCW discussed in this enclosure.
The table also lists when the documents were submitted to the NRC.
Table 1 - Significant Document List Document Submittal & Date of Submittal TVA Thermal Plume Modeling Report, dated December 5, TVA letter dated October 1997 22, 2009, Attachment 50 (Reference 4)
TVA calculation MDN1027-980006, The Sizing of the TVA letter dated February Supplemental Condenser Cooling Water (SCCW) System 25, 2010, Enclosure H-12 Supply, Discharge and Bypass Lines, dated June 4, 1998 (Reference 3)
Watts Bar Nuclear Plant Supplemental Condenser Cooling TVA letter to NRC dated Water Project Environmental Assessment, date August July 2, 2008 (Reference 5) 1998 The EA was one of two attachments to the letter.
2006 NPDES flow diagram for Watts Bar Nuclear Plant TVA letter dated February 15, 2008, Appendix B (Reference 6)
Watts Bar Nuclear Plant (WBN) - Unit 2 - Final TVA letter dated February Supplemental Environmental Impact Statement for the 15, 2008 (Reference 6)
Completion and Operation of Unit 2 Spreadsheet File entitled H-12_SCCW_Velocity TVA letter dated February 25, 2010, Enclosure H-12 (Reference 3)
Table 10 Simulation Results for Operation of Unit 1 and TVA letter dated February Unit 2 for Normal Winter and Summer Conditions - Flow 25, 2010, Enclosure H-14 Balance and Temperature, 2010 (Reference 3)
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Document Submittal & Date of Submittal Estimates of Entrainment of Fish Eggs and Larvae at Watts TVA letter dated June 11, Bar Nuclear Plant at Tennessee River Mile 528 from March 2012 (Reference 2) 2010 through March 2011 Table 10 R1 Simulation Results for Operation of Unit 1 and This letter, dated Unit 2 for Normal Winter and Summer Conditions - Flow December 5, 2012 Balance and Temperature, 2012 Introduction SCCW uses intake and discharge structures that were built to provide cooling water for the dismantled Watts Bar Fossil Plant. Gravity is the driving force providing the flow through both the intake and discharge structures. The intake is located on Watts Bar Reservoir immediately above Watts Bar Dam. Flow through the intake is routed to the Unit 2 cooling tower basin and mixes with the WBN Condenser Circulating Water (CCW). A portion of the SCCW flow is used as make-up for the loss of water that occurs in operation of the cooling towers. The remainder is discharged a short distance downstream of Watts Bar Dam into the Tennessee River (Chickamauga Reservoir). The SCCW intake and discharge flow will routinely vary due to changes in the water surface elevation in Watts Bar Reservoir.
SCCW Intake Flow Rate Any discussion of SCCW Intake flow rates must take into account the following considerations:
- 1) SCCW intake flow is not and has not been directly measured. The intake flow is estimated from design calculations or from calculations supported by observation of water levels and plant performance.
- 2) Cooling Tower Evaporation, a significant factor in estimating SCCW intake flow, is also estimated.
- 3) SCCW discharge flow is instrumented and the method of measurement is stable at the flows associated with normal SCCW operation. Annual dye dilution tests show that the measured discharge flow rate is within about 10% of the test flow rate.
- 4) Water levels in the cooling tower basins are estimated because they are not recorded (abnormal levels only generate alarms). Also not specifically measured are the exact positions of the SCCW supply valve, the SCCW bypass valve, or the SCCW discharge valve.
- 5) The temperature of the SCCW inflow is not measured and is, therefore, estimated using plant performance data.
Because of these considerations, SCCW intake flow rates are estimates and should be qualified as approximate measures or amounts.
The first seven entries in Table 1 provided to the NRC by References 3, 4, 5, and 6 were based on conceptual or design information for SCCW and did not incorporate operational data. The last two listings in the table incorporated operational data as part of the development of SCCW flow rates.
The following discussion covers documents that were reviewed in the development of the Request for Additional Information (RAI) responses and were determined to contain information E-2
germane to the responses or were found to include statements that needed to be corrected or clarified.
TVAs Final Supplemental Environmental Impact Statement (FSEIS)
The FSEIS (Reference 6) provides a discussion of the impact of plant operation with SCCW in service. The SCCW flow rates used in the FSEIS were intended to approximate a multiyear annual average intake flow rate. As detailed in Reference 3, hourly hydrothermal simulations of plant operation over 30 years were used in the development of the information used in the FSEIS. The purpose of these simulations was to determine the thermal impact of SCCW and plant water discharges to the Tennessee River below Watts Bar Dam. Appendix B of the FSEIS provides the NPDES flow diagram, and that diagram shows an annual average SCCW intake flow rate of 270 cubic feet per second (cfs). The basis for the selection of this value could not be established based on a review of both design and environmental permitting reports and correspondence associated with the development and subsequent installation and operation of the SCCW system. This flow rate represents a reasonable value given the expected SCCW flow range from documents prepared in the 1997/1998 time period. An estimate of SCCW intake flow based on a recent evaluation provided later in this response shows an average annual intake flow of approximately 278 cfs would be a more accurate estimate. The difference between the two values is well within the error band for estimated SCCW intake flow.
The FSEIS text discussion of SCCW in Section 2.2 states that the average SCCW intake flow rate is about 200 cfs with a maximum intake flow rate of about 365 cfs. The value of 365 cfs corresponds to a design calculation value with Watts Bar Reservoir at a pool elevation of 745.0 ft mean sea level (msl). This elevation corresponds to the top of the Watts Bar Dam spillway gates. The FSEIS statement that 200 cfs is the average SCCW intake value is incorrect. This value is representative of the low end of the winter SCCW intake flow as seen in the design calculation, as opposed to an average flow, and is likely a typographical error based on the context of the sentence.
TVAs July 2, 2009 RAI Response The SCCW Environmental Assessment (EA) was submitted to the NRC as an attachment to TVAs July 2, 2009 letter (Reference 5). A review of this document found that it included a sentence in which the SCCW discharge flow of 270 cfs was incorrectly equated with a flow rate of 135,000 gpm. A flow rate of 270 cfs would be equivalent to approximately 121,000 gpm. The discussion in the SCCW EA where these flow rates were cited related to water quality with respect to maximum in-stream total residual chlorine on either an instantaneous or weekly average basis. The EA values for river flow available to dilute the chloride releases are sufficiently large to provide adequate dilution for either a 121,000 or a 135,000 gpm discharge flow rate from SCCW. Thus, the conclusion made in the EA that the maximum in-stream total residual chloride concentration would be acceptable remains valid.
TVAs February 25, 2010 RAI Response In December 2009, the NRC requested additional information associated with its environmental review of WBN Unit 2. The February 25, 2010 RAI response (Reference 3) provided several separate discussions of SCCW intake flow rates. With respect to the RAIs being addressed in this response, Attachments H-12 and H-14 of that response are of interest.
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RAI H-12 asked the following question:
Provide through screen velocities for water entering the Supplemental Condenser Cooling Water (SCCW) system under normal operating conditions with WBN Units 1 and 2 operating. Provide a diagram of the SCCW intake structure that includes the dimensions of intake openings, location, and characteristics of trashracks and traveling screens to allow staff to validate the velocity provided.
This is essentially the same question as Question 1 from the NRC e-mail to TVA (Reference 1).
In response, Attachment H-12 of Reference 3 provided a file titled H12_SCCW_Velocity that gave the average water velocity at various locations and the wetted flow area of each location where a water velocity was provided in the SCCW intake structure. During the development of the response to Reference 1, it was determined that the calculations in the file titled H12_SCCW_Velocity assumed that the Watts Bar Reservoir would be at the nominal summer pool elevation but used the annual average SCCW intake flow rate of 270 cfs to determine the velocities. This flow rate is less than the approximately 135,000 gpm flow rate that would be expected when the Watts Bar Reservoir was at the summer pool level. Some of the flow areas vary with reservoir level and are larger at summer pool than they would be at other times of the year. These assumptions result in the velocities calculated in the spreadsheet being lower than what would be expected or would actually occur. The original information from H12_SCCW_Velocity is repeated below in Table 2. Table 3 provides the velocities that would be associated with the Watts Bar Reservoir summer pool elevation with a flow rate of 135,000 gpm. Table 4 provides the same information for the annual average flow rate and pool elevation developed from more recent simulations. These tables provide the flow area used in developing the velocities at the open area near the trashrack (gross area at face of trashrack),
the open area of the trashrack (net open area of trashrack), the open area near the traveling screens (gross area at traveling screen), and the open area of the traveling screens (net open area at traveling screen). In Tables 3 and 4, the open area near the trashrack has been reduced to the area of the concrete opening instead of the area at the face of the steel bars.
Attachment H-12 also provided TVA calculation MDN1027-980006, The Sizing of the Supplemental Condenser Cooling Water (SCCW) System Supply, Discharge and Bypass Lines and drawings of the intake structure. This calculation was prepared to provide the basis for incorporation of SCCW into the plant design and to estimate flow rates for various operating conditions. This calculation provided the flow areas and hydraulic losses for all of the important features of the system needed to establish flow rates for various operating conditions. These conditions included summer and winter Watts Bar Reservoir levels as well as off-normal conditions such as a high Watts Bar Reservoir pool level due to intense precipitation. A range of system fouling was examined. The design for the system was established to ensure the ability of SCCW to supply approximately 135,000 gpm to the WBN cooling tower basin in the summer and approximately 115,000 gpm for winter Watts Bar Reservoir levels. Attachment H-12 provided the diagrams, dimensions, loss coefficients, and other information necessary for the NRC staff to validate the SCCW velocity information provided by TVA.
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Table 2 February 25, 2010 RAI Response Approximate Annual Average Conditions PLANTWITHDRAWALIMPACTS
WaterSuppliedbySCCWIntake AverageVelocityforexpectedNo.ofBaysinService
Grossareaofeachbayattravelingscreen(concrete) 219.1 (ft2)
Grossareaofeachbayattravelingscreen(screentray) 184.5 (ft2)
Netopenareaofeachbayattravelingscreen(approx) 98.6 (ft2)
Grossareaofeachbayatfaceoftrashrack 161.04 (ft2)
Netopenareaofeachbayattrashrack(approx) 123.76 (ft2)
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Table 3 December 2012 RAI Response Summer Pool Conditions PLANTWITHDRAWALIMPACTS
WaterSuppliedbySCCWIntake AverageVelocityforexpectedNo.ofBaysinService
Grossareaofeachbayattravelingscreen(concrete) 219.1 (ft2)
Grossareaofeachbayattravelingscreen(screentray) 184.5 (ft2)
Netopenareaofeachbayattravelingscreen(approx) 98.6 (ft2)
Grossareaofeachbayatfaceoftrashrack 161.04 (ft2)
Netopenareaofeachbayattrashrack(approx) 123.76 (ft2)
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Table 4 December 2012 RAI Response Approximate Average Annual Conditions PLANTWITHDRAWALIMPACTS
WaterSuppliedbySCCWIntake AverageVelocityforexpectedNo.ofBaysinService
Grossareaofeachbayattravelingscreen(concrete) 206.8 (ft2)
Grossareaofeachbayattravelingscreen(screentray) 174.2 (ft2)
Netopenareaofeachbayattravelingscreen(approx) 93.1 (ft2)
Grossareaofeachbayatfaceoftrashrack 161.04 (ft2)
Netopenareaofeachbayattrashrack(approx) 123.76 (ft2)
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Attachment H-14 Table 10 of Reference 3 provided estimates of monthly SCCW intake flow for two unit operation of WBN. This simulation assumed a plant configuration that included plant modifications being considered and expected to be in place when Unit 2 begins operation. The following assumptions were made:
x the cooling tower basin and CCW intake flume trashracks would be installed for both units x the Unit 1 blowdown weir would be open x the Unit 2 blowdown weir would be closed x the Unit 2 cooling tower basin walls would be raised to allow a higher level in the basin x four Essential Raw Cooling Water (ERCW) and six Raw Cooling Water (RCW) pumps would be in service. This pump configuration is representative of an accident situation as opposed to normal plant operation x the head - discharge relationship from the original thermal plume modeling studies performed in support of the 1998 SCCW environmental assessment was used to estimate SCCW intake flow.
A copy of the original table is provided below in Table 5.
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Table 5 TVA Letter to NRC dated February 25, 2010 Attachment H-14 Table 10. Simulation Results for Operation of Unit 1 and Unit 2 for Normal Winter and Summer Conditions - Flow Balance and Temperature Discharge from Inflow from Inflow from Discharge from Discharge to (+) or from (-) Discharge from Yard Holding Pond Intake Pumping Station SCCW System Diffusers/Outfall 101 Storage in Yard Holding Pond SCCW System/Outfall 113 Cooling Overflow/Outfall 102 Tower Temp Temp Rise Temp Temp Rise Month Temp Temp Evaporation End of End of End of End of Flow Temp Flow Temp Flow End of Flow Temp Flow Temp Flow End of Mixing Mixing Mixing Mixing Pipe Pipe Zone Zone Zone Zone (cfs) (°F) (cfs) (°F) (cfs) (cfs) (°F) (°F) (°F) (cfs) (°F) (cfs) (°F) (cfs) (°F) (°F) (°F)
Jan 174 46.0 205 44.2 59 54 63.3 46.1 0.1 NA NA NA NA 266 63.3 46.0 1.8 Feb 174 45.5 205 43.9 58 54 65.2 45.6 0.1 NA NA NA NA 267 65.2 45.5 1.6 Mar 174 50.9 205 49.1 59 54 69.4 51.0 0.1 NA NA NA NA 266 69.4 50.9 1.8 Apr 174 58.7 262 56.5 59 67 74.0 58.9 0.2 NA NA NA NA 310 74.0 58.7 2.2 May 174 66.1 274 64.1 60 70 79.0 66.3 0.2 NA NA NA NA 318 79.0 66.1 2.0 Jun 174 73.0 274 71.6 62 69 83.6 73.1 0.1 NA NA NA NA 317 83.6 73.0 1.4 Jul 174 77.6 275 76.6 63 69 85.8 77.8 0.1 NA NA NA NA 317 85.8 77.6 1.0 Aug 174 79.1 275 78.3 64 69 85.3 79.2 0.1 NA NA NA NA 316 85.3 79.1 0.8 Sep 174 77.0 275 76.4 64 69 81.5 77.0 0.1 NA NA NA NA 316 81.5 77.0 0.6 Oct 174 69.4 275 68.6 63 69 74.7 69.5 0.1 NA NA NA NA 317 74.7 69.4 0.8 Nov 174 59.8 274 58.6 61 69 69.3 59.9 0.1 NA NA NA NA 318 69.3 59.8 1.2 Dec 174 51.1 205 49.4 60 54 64.9 51.1 0.1 NA NA NA NA 265 64.9 51.1 1.7 E-9
The current and expected plant configuration for two-unit operation is somewhat different than that described in the preceding paragraph. TVA has re-performed the two-unit simulations based on the expected dual-unit operational configuration of the cooling tower basins and has incorporated other model improvements based on recent observations of SCCW. The updated simulations use the following plant configuration and assumptions:
x the Unit 2 cooling tower basin walls would not be raised x the cooling tower basin trashracks would be installed on both units x the CCW intake flume trashrack would be installed for Unit 1 but not for Unit 2 x the Unit 1 blowdown weir would be closed x the Unit 2 blowdown weir would be open x the Intake Pumping Station (IPS) flow would be based on normal operation with two ERCW and six RCW pumps running x the SCCW inflow head-discharge relationship was revised to provide an inflow of 135,000 gpm when the reservoir elevation behind Watts Bar Dam is 740.5 ft msl and the water level in the Unit 2 cooling tower basin is 730.3 ft msl.
The revised Table 10 results are provided in Table 6.
TVAs May 2012 Entrainment Report Submittal The estimated SCCW intake velocities provided in the May 2012 report, Estimates of Entrainment of Fish Eggs and Larvae at Watts Bar Nuclear Plant, were computed based on the period of time from March 1, 2010, to March 1, 2011 (Reference 2). In this period, the non-flood pool elevations behind Watts Bar Dam ranged between about 737 ft msl in the winter and 741 ft msl in the summer. Other noteworthy assumptions made include:
- 1. the width of the trashrack was reduced to the concrete opening dimension instead of using the frame dimension;
- 2. the height of the trashrack opening was increased from the bottom of the trashrack frame to the lake surface instead of the frame height;
- 3. the traveling screen effective flow area factor was changed to 0.503 instead of 0.534 as used in Attachment H-12 of the February 2010 RAI response; and,
- 4. the traveling screen width was reduced from 6.0 ft to 5.83 ft.
Assumptions 1, 2, and 3 were made to be consistent with similar assumptions in the IPS flow rate evaluation. Assumption 4 was considered to be a conservative scaling from a TVA drawing. These assumptions result in slightly higher intake flow rates, and thus higher velocities, than would be seen for the design case intake flow rate of 135,000 gpm. The SCCW intake flow rate in the May 2012 report was estimated based on the measured SCCW discharge flow and observations and estimates of other flows that enter and exit the cooling tower basins using regression analysis techniques. This is described in more detail in the specific response to RAI 2. The higher discharge flow rate, in conjunction with the higher Watts Bar reservoir elevation, were the most important factors that resulted in higher SCCW intake flow rates and thus higher velocities than had been reported in the earlier studies discussed above.
Assumption 3 is conservative but 0.503 is not the correct value. The IPS screens use a heavier wire than is used in the SCCW screens. Thus, the 0.534 value used in the Reference 3 response is considered more appropriate. The 6.0 ft screen width is considered the more appropriate value to use as it is the value used in the SCCW design calculation.
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Table 7 provides the entrainment report information in the same format as was provided in the Reference 3 H-12 response. This includes the velocities at various locations associated with the SCCW intake structure as well as the areas associated with the velocities shown. Values related to the assumptions described above are denoted by bold rectangles. Table 8 provides the same information for the entrainment report winter pool elevation. Table 9 shows what entrainment report summer pool velocities would have been if the screen width, height, and SCCW flow area factor matched the values used in Reference 3.
In summary, the principle reasons for the difference between the values for the SCCW flow rate from the various studies are related to the time scales for the values chosen and the incorporation of operational data into the simulations. Table 4 provides information appropriate for the NPDES average annual SCCW flow conditions. Table 6 provides an appropriate multiyear evaluation of SCCW performance for use in evaluating the environmental impacts with respect to thermal discharges. A comparison of the data demonstrates that the earlier information provided to the NRC (References 3, 4, 5, and 6) is reasonable within the purpose and function of the reports.
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Table 6 Table 10 Revised. Simulation Results of 11-06-2012 for Operation of Unit 1 and Unit 2 for Normal Winter and Summer Conditions - Flow Balance and Temperature Discharge from Inflow from Inflow from Discharge from Discharge to (+) or from (-) Discharge from Yard Holding Pond Intake Pumping Station SCCW System Diffusers/Outfall 101 Storage in Yard Holding Pond SCCW System/Outfall 113 Cooling Overflow/Outfall 102 Tower Temp Temp Rise Temp Temp Rise Month Temp Temp Evaporation End of End of End of End of Flow Temp Flow Temp Flow End of Flow Temp Flow Temp Flow End of Mixing Mixing Mixing Mixing Pipe Pipe Zone Zone Zone Zone (cfs) (°F) (cfs) (°F) (cfs) (cfs) (°F) (°F) (°F) (cfs) (°F) (cfs) (°F) (cfs) (°F) (°F) (°F)
Jan 116 45.9 230 44.2 60 46 59.0 46.0 0.1 NA NA NA NA 240 63.3 45.9 1.7 Feb 116 45.4 230 43.8 59 46 60.5 45.5 0.1 NA NA NA NA 241 65.2 45.4 1.6 Mar 116 50.9 230 49.0 60 46 65.0 50.9 0.1 NA NA NA NA 240 69.5 50.9 1.9 Apr 116 58.6 289 56.4 60 74 69.5 58.8 0.2 NA NA NA NA 271 74.0 58.6 2.2 May 116 66.2 303 64.2 61 79 75.2 66.3 0.2 NA NA NA NA 279 79.1 66.2 2.0 Jun 116 73.0 303 71.7 62 78 80.6 73.1 0.1 NA NA NA NA 278 83.7 73.0 1.3 Jul 116 77.6 303 76.7 64 78 83.4 77.7 0.1 NA NA NA NA 277 85.8 77.6 0.9 Aug 116 79.0 303 78.3 64 78 83.5 79.1 0.1 NA NA NA NA 277 85.4 79.0 0.7 Sep 116 77.0 303 76.4 64 78 80.1 77.0 0.0 NA NA NA NA 277 81.5 77.0 0.6 Oct 116 69.4 303 68.6 63 78 73.0 69.4 0.1 NA NA NA NA 278 74.7 69.4 0.8 Nov 116 59.8 303 58.6 62 78 66.4 59.8 0.1 NA NA NA NA 279 69.3 59.8 1.2 Dec 116 51.0 230 49.3 61 46 61.4 51.0 0.1 NA NA NA NA 239 64.9 51.0 1.7 Notes (apply to entire table):
- 1. Unit 1 cooling tower basin trashrack installed
- 2. Unit 1 cooling tower blowdown weir closed
- 3. Unit 1 CCW intake flume trashrack installed
- 4. Unit 2 cooling tower basin trashrack installed
- 5. Unit 2 cooling tower blowdown weir open
- 6. Unit 2 CCW intake flume trashrack removed
- 8. SCCW inflow 135,000 gpm with Watts Bar Reservoir WSEL 740.5 and WBN Unit 2 cooling tower basin WSEL 730.3 E-12
Table 7 December 2012 RAI Response Entrainment Report Summer Pool Conditions PLANTWITHDRAWALIMPACTS WaterSuppliedbySCCWIntake AverageVelocityforexpectedNo.ofBaysinService
WattsBarDam Grossareaat Grossareaat Netopenareaat
NumberofOperating Grossareaatface Netopenareaat
FlowCondition Headwater Approx.SCCWInflow travelingscreen travelingscreen travelingscreen
Units oftrashrack trashrack(approx)
Elevation(ftMSL) (concrete) (screenpanel) (approx)
313 cfs
Two NormalSummerPool 741 141,000 gpm 0.47 fps 0.58 fps 1.15 fps 0.44 fps 0.58 fps
203 mgd
SCCWintaketotalno.ofbays 6
SCCWintakeexpectedno.ofbaysinservicewithU1&U2operation 3
Widthofeachbayattravelingscreen(concrete) 7.13 (ft)
Invertelevationateachbay/travelingscreens 710.00 (ftmsl)
Heightofeachbayatnormalsummerpool 31.00 (ft)
Grossareaofeachbayattravelingscreen(concrete) 220.9 (ft2)
Widthoftravelingscreenpanels(approx) 5.83 (ft)
Heighoftravelingscreenpanels(approx) 2 (ft)
Widthofpanelcircumferentialsupports(approx) 2 (in)
Percentofpanelunobstructedbycircumferentialsupports 79%
Screenopenings 3/8"x3/8"
Wiregageofscreens 14
Diameterofscreenwire 0.08 (in)
Percentopenareathruscreens 63.7%
Grossareaofeachbayattravelingscreen(screentray) 180.8 (ft2)
Netopenareaofeachbayattravelingscreen(approx) 90.5 (ft2)
Widthoffaceoftrashrackeachbay(faceofouterverticalbars) 7.67 (ft)
No.verticalbarsoftrashrackeachbay 33
Widthofeachverticaltrashrackbar 0.625 (in)
Totalwidthofverticalbarstrashrackeachbay 20.625 (in)
Totalnetwidthofopenareatrashrackeachbay 5.95 (ftmsl)
Elevationoftopoftrashrackopening 729.84 (ft)
Heightoftrashrackopeningeachbay(alongslope) 31 (t)
Approxno.horizontalbarstrashrackeachbay 16
Widthofeachhorizontaltrashrackbar 0.5 (in)
Totalwidthofhorizontalbarstrashrackeachbay 8 (in)
Totalnetheightofopenareatrashrackeachbay 30.33 (ft)
Percentopenareathrutrasrackeachbay(approx) 76%
Grossareaofeachbayatfaceoftrashrack 237.46 (ft2)
Netopenareaofeachbayattrashrack(approx) 180.22 (ft2)
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Table 8 December 2012 RAI Response Entrainment Report Winter Pool Conditions PLANTWITHDRAWALIMPACTS WaterSuppliedbySCCWIntake AverageVelocityforexpectedNo.ofBaysinService
WattsBarDam Grossareaat Grossareaat Netopenareaat
NumberofOperating Grossareaatface Netopenareaat
FlowCondition Headwater Approx.SCCWInflow travelingscreen travelingscreen travelingscreen
Units oftrashrack trashrack(approx)
Elevation(ftMSL) (concrete) (screenpanel) (approx)
238 cfs
Two NormalSummerPool 737 107,000 gpm 0.41 fps 0.50 fps 1.00 fps 0.38 fps 0.51 fps
154 mgd
SCCWintaketotalno.ofbays 6
SCCWintakeexpectedno.ofbaysinservicewithU1&U2operation 3
Widthofeachbayattravelingscreen(concrete) 7.13 (ft)
Invertelevationateachbay/travelingscreens 710.00 (ftmsl)
Heightofeachbayatnormalsummerpool 27.00 (ft)
Grossareaofeachbayattravelingscreen(concrete) 192.4 (ft2)
Widthoftravelingscreenpanels(approx) 5.83 (ft)
Heighoftravelingscreenpanels(approx) 2 (ft)
Widthofpanelcircumferentialsupports(approx) 2 (in)
Percentofpanelunobstructedbycircumferentialsupports 100%
Screenopenings 3/8"x3/8"
Wiregageofscreens 14
Diameterofscreenwire 0.08 (in)
Percentopenareathruscreens 50.3%
Grossareaofeachbayattravelingscreen(screentray) 157.5 (ft2)
Netopenareaofeachbayattravelingscreen(approx) 79.2 (ft2)
Widthoffaceoftrashrackeachbay(faceofouterverticalbars) 7.67 (ft)
No.verticalbarsoftrashrackeachbay 33
Widthofeachverticaltrashrackbar 0.625 (in)
Totalwidthofverticalbarstrashrackeachbay 20.625 (in)
Totalnetwidthofopenareatrashrackeachbay 5.97 (ftmsl)
Elevationoftopoftrashrackopening 729.84 (ft)
Heightoftrashrackopeningeachbay(alongslope) 27.00 (t)
Approxno.horizontalbarstrashrackeachbay 14
Widthofeachhorizontaltrashrackbar 0.5 (in)
Totalwidthofhorizontalbarstrashrackeachbay 7 (in)
Totalnetheightofopenareatrashrackeachbay 26.42 (ft)
Percentopenareathrutrasrackeachbay(approx) 76%
Grossareaofeachbayatfaceoftrashrack 206.82 (ft2)
Netopenareaofeachbayattrashrack(approx) 156.95 (ft2)
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Table 9 December 2012 RAI Response Entrainment Report Summer Pool Conditions Original Screen Values PLANTWITHDRAWALIMPACTS WaterSuppliedbySCCWIntake AverageVelocityforexpectedNo.ofBaysinService
WattsBarDam Grossareaat Grossareaat Netopenareaat
NumberofOperating Grossareaatface Netopenareaat
FlowCondition Headwater Approx.SCCWInflow travelingscreen travelingscreen travelingscreen
Units oftrashrack trashrack(approx)
Elevation(ftMSL) (concrete) (screenpanel) (approx)
313 cfs
Two NormalSummerPool 741 141,000 gpm 0.47 fps 0.56 fps 1.05 fps 0.44 fps 0.58 fps
203 mgd
SCCWintaketotalno.ofbays 6
SCCWintakeexpectedno.ofbaysinservicewithU1&U2operation 3
Widthofeachbayattravelingscreen(concrete) 7.13 (ft)
Invertelevationateachbay/travelingscreens 710.00 (ftmsl)
Heightofeachbayatnormalsummerpool 31.00 (ft)
Grossareaofeachbayattravelingscreen(concrete) 220.9 (ft2)
Widthoftravelingscreenpanels(approx) 6.0 (ft)
Heighoftravelingscreenpanels(approx) 2 (ft)
Widthofpanelcircumferentialsupports(approx) 2 (in)
Percentofpanelunobstructedbycircumferentialsupports 79%
Screenopenings 3/8"x3/8"
Wiregageofscreens 14
Diameterofscreenwire 0.08 (in)
Percentopenareathruscreens 67.9%
Grossareaofeachbayattravelingscreen(screentray) 186.0 (ft2)
Netopenareaofeachbayattravelingscreen(approx) 99.4 (ft2)
Widthoffaceoftrashrackeachbay(faceofouterverticalbars) 7.67 (ft)
No.verticalbarsoftrashrackeachbay 33
Widthofeachverticaltrashrackbar 0.625 (in)
Totalwidthofverticalbarstrashrackeachbay 20.625 (in)
Totalnetwidthofopenareatrashrackeachbay 5.95 (ftmsl)
Elevationoftopoftrashrackopening 729.84 (ft)
Heightoftrashrackopeningeachbay(alongslope) 31 (t)
Approxno.horizontalbarstrashrackeachbay 16
Widthofeachhorizontaltrashrackbar 0.5 (in)
Totalwidthofhorizontalbarstrashrackeachbay 8 (in)
Totalnetheightofopenareatrashrackeachbay 30.33 (ft)
Percentopenareathrutrasrackeachbay(approx) 76%
Grossareaofeachbayatfaceoftrashrack 237.46 (ft2)
Netopenareaofeachbayattrashrack(approx) 180.22 (ft2)
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Reference 1 - Specific RAI Responses RAI Question 1 A diagram and a written description of the SCCW intake, the flow rate, and velocity at the SCCW intake. Include in this description the intake flow rate, the expected velocity entering the screen house through the intake sluice gates, into the wet well for the traveling water screens, through the SCCW trashracks, and through the screens for both summer and winter pools.
(This description would be similar to that provided in your May 19, 2011, letter to the NRC, Watts Bar Nuclear Plant (WBN) Unit 2 - Intake Pumping Station Water Velocity - Response to Request for Additional Information (Accession No. ML11143A083)).
TVA Response - RAI Question 1 The intake structure for the SCCW system is located on the right-hand shoreline of Watts Bar Reservoir (facing downstream) immediately upstream of Watts Bar Dam. The location of the intake structure is shown in Figure 1. The intake is the same as that used for the demolished Watts Bar Fossil Plant (WBF). Plant records for WBF refer to the structure as the intake screen house.
The WBF screen house includes six intake bays. These are shown in Figure 2. However, when the screen house was evaluated for the WBN SCCW system, TVA found that only three bays were needed to deliver the desired amount of flow for the SCCW system. As shown in Figure 2, the active bays include Bay 4, Bay 5, and Bay 6. Bay 1, Bay 2, and Bay 3 have not been restored and are not utilized in the current operation of SCCW.
A section view through one of the intake bays is shown in Figure 3. Moving along the path of flow, water from Watts Bar Reservoir enters each bay though an opening about 19.59 feet high and 7.67 feet wide. The opening is always submerged and includes a trashrack to protect the screen house from large debris. The invert elevation of the opening is 710 ft msl. Downstream of the intake opening, the flow in each bay enters a wet well containing an outside sluice gate, and then another wet well containing a traveling water screen. The outer wet wells are 7.67 feet wide and the wet wells containing the traveling water screen are 7.125 feet wide (see Figure 4).
Downstream of the traveling water screens, the flow from all the active intake bays enters a common wet well containing inside sluice gates. This wet well directs the water to a tunnel that leads to supply lines for the SCCW intake conduit. All the wet wells have an invert elevation of 710 feet msl and contain a free surface that moves up and down in response to changes in the water surface elevation in Watts Bar Reservoir. The outer and inner sluice gates are provided to isolate the wet wells for the traveling water screens and the wet well for the supply tunnel. The gated openings are 6 feet wide and 8 feet high and are always submerged (see Figure 5).
The SCCW intake flow rate is the total flow through all three of the active intake bays. As a gravity flow system, the SCCW intake flow rate depends on the elevation of the water behind Watts Bar Dam (i.e., at the screen house), the elevation of the water at the exit of the SCCW intake conduit in the WBN Unit 2 cooling tower basin, and the hydraulic characteristics along the path of flow between these end points. Under normal operating conditions, all of the sluice gates for the active intake bays in the screen house are placed in the full open position and are not used to regulate the SCCW intake flow rate. Flow control is provided by adjusting the SCCW intake supply valve, the SCCW bypass valve, and the SCCW discharge valve, all of which are located in immediate vicinity of the WBN cooling towers. In general, these E-16
adjustments are made to provide an effective supply of water for SCCW to support operational objectives related to the plant thermal performance, the water levels in the cooling tower basins, and the impact of the SCCW discharge on the Tennessee River below Watts Bar Dam. These are manual changes and the system can operate for a considerable period of time without changes to the configuration. In addition to these control valves, the hydraulic characteristics of the path of flow for the SCCW intake can be influenced by fouling of the trashracks and traveling water screens at the screen house.
Intake velocities were provided in Reference 2 for both summer and winter pool elevations behind Watts Bar Dam. Since the startup of the SCCW system in 1999, Figure 6 shows the average and historical band for the pool elevation behind Watts Bar Dam. Different values have been used among the cited references, which will be discussed in the RAI answers to follow.
To provide a description of the expected velocity entering the screen house through the intake sluice gates, into the wet well for the traveling water screens, through the SCCW trashracks, and through the screens, the following clarifications are provided for the intake velocities given in Attachment H-12 of the February 2010 RAI response and the May 2012 report entitled Estimates of Entrainment of Fish Eggs and Larvae at Watts Bar Nuclear Plant.
x Attachment H-12 of the February 2010 RAI response The velocities provided in Attachment H-12 were estimated assuming Watts Bar Reservoir at elevation 740.75 feet msl, corresponding to a normal summer pool condition. In the active wet wells, this corresponds to a water depth of 30.75 feet. In Attachment H-12, spatial average velocities were provided for five cross-sectional areas, defined as follows:
Gross area at traveling water screens (concrete)
This is the vertical area of the concrete wet wells for the traveling water screens for the three active intake bays. Computationally, this is defined as three times the area of a concrete well of width 7.125 feet at a water depth of 30.75 feet.
Gross area at traveling water screens (screen panels)
This is the vertical area of the screen panels for the traveling water screens for the three active intake bays. Computationally, this is defined as three times the area of a screen panel of width approximately 6 feet at a water depth of 30.75 feet.
Net open area at traveling water screens (approx)
This is the vertical area of the openings through the traveling water screens for the three active intake bays. Computationally, this is defined as three times the area of a screen panel of width approximately 6 feet at a water depth of 30.75 feet, multiplied by the effective flow area factor for the traveling water screens. The effective flow area factor was estimated to be about 0.534. The traveling water screens were assumed to be free of any fouling.
Gross area at face of trashrack This is the area corresponding to the width of the trashracks over the height of the submerged openings for the three active intake bays. Computationally, this is defined as three times a trashrack of width of approximately 8 feet and a height of 20 feet. Note that in this computation, the height of the opening along the slope of the trashrack was used rather than the vertical height of the opening (i.e., the computation is based on the area perpendicular to the trashrack).
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Net open area at trashrack (approx)
This is the gross area at the face of the trashrack (as given above), reduced by the area obstructed by the trashrack bars for the three active intake bays. Computationally, this corresponds to three times an area of width approximately 6.33 feet and height approximately 19.54 feet. The trashracks were assumed to be free of any fouling.
x May 2012 report, Estimates of Entrainment of Fish Eggs and Larvae at Watts Bar Nuclear Plant The velocities provided in the May 2012 report Estimates of Entrainment of Fish Eggs and Larvae at Watts Bar Nuclear Plant were computed using a pool elevation behind Watts Bar Dam of 741 feet msl for the summer and a pool elevation of 737 feet msl for the winter. In the active wet wells, these Reservoir levels correspond to water depths of 31 feet and 27 feet, respectively. In the May 2012 report, spatial average velocities were provided for three cross-sectional areas, defined as follows:
Entrance to SCCW screen house (face of trashracks)
This is the vertical area in front of the screen house for the three active intake bays.
Computationally, this is defined as three times the area of the width of opening for a single bay, 7.125 feet, at a water depth of 31 feet for the summer and a water depth of 27 feet for the winter.
Entering wet well for traveling water screens This is the vertical area of the sluice gates entering the wet wells for the three active intake bays. Computationally, this is defined as three times the area of a single sluice gate opening, 6 feet wide and 8 feet tall. Since the sluice gates are always submerged, this area does not differ between summer and winter conditions.
Through-screen velocity This is the vertical area of the openings through the traveling water screens for the three active intake bays. Computationally, this is defined as three times the area of a screen panel of width approximately 6 feet at a water depth of 31 feet for the summer and a water depth of 27 feet for the winter, multiplied by the effective flow area factor for the traveling water screens. A value of 0.503 was used for the effective flow area factor. The traveling water screens were assumed to be free of any fouling.
The areas used are in the tables provided earlier in this enclosure.
Information related to winter pool conditions were only provided in the entrainment report.
Because SCCW is a gravity flow system, summer and average annual conditions produce flow rates and velocities higher than the velocities that would occur for the range of winter pool conditions.
Summer and winter pool elevation velocities for the entrance to the wet well for the traveling screens (through the outside and inside sluice gates) were provided in the entrainment report (Reference 2). The wet well entrainment report velocities are higher than the velocities that would have been calculated using the assumptions and initial conditions in the Reference 3 simulations. The entrainment report velocities may be used by the NRC.
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River/reservoir flow SCCW intake for Watts Bar Nuclear Plant (screen house for Watts Bar Fossil Plant)
Figure 1. SCCW Intake for Watts Bar Nuclear Plant (SECTION A-A in Figures 3 and 5)
Figure 2. Plan View of SCCW Intake Screen House E-19
Wet well for inside sluice gates and tunnel to SCCW supply lines Wet wells for traveling water screens Wet wells for outside sluice gates FLOW Tunnel to SCCW FLOW FLOW supply lines Sluice gate openings (SECTION C-C in Figure 2)
Figure 3. Section View Through One Screen House Intake Bay E-20
(SECTION F-F in Figure 3)
Figure 4. Sectional View Showing Path of Flow Through Screen House E-21
Wet well for traveling water screen (typ)
Sluice gate opening (typ)
(SECTION B-B in Figure 2)
Figure 5. Sectional View through Wet Wells for Traveling Water Screens E-22
Figure 6. Historical Watts Bar Reservoir Pool Elevation Since 1999 E-23
RAI Question 2 A written explanation of the differences among the intake flow rates presented in Attachment H-14 (Table 10) and those in Attachment H-12 of the February 2010, RAI response, April 2011, RAI response, and the 2012 Estimates of Entrainment of Fish Eggs and Larvae at Watts Bar Nuclear Plant document. The staff used the numbers from Attachment H-14 (Table 10) of the letter dated February 25, 2010, as the basis for the water balance provided in the Final Environmental Statement (FES). These numbers are not consistent with the numbers provided for intake flow rate to the SCCW and/or the intake pumping station (IPS) in the Attachment H-12 and/or H-11 of the February 25, 2010, RAI response, April 2011, RAI response, and the 2012 Estimates of Entrainment of Fish Eggs and Larvae at Watts Bar Nuclear Plant document. The staff understands that the numbers reflect different operational scenarios such as nominal vs.
maximum flows, nominal vs. minimum seasonal pool level, etc.
TVA Response - RAI Question 2 The following information addresses each of the referenced attachments or submittals.
x Attachment H-14 (Table 10) of the February 2010 RAI response The intake flow rates provided in Table 10 of Attachment H-14 were computed by the TVA WBN hydrothermal model using Equation (1)
(1) where is the total SCCW intake flow rate (cfs), is a reference intake flowrate for the SCCW system (cfs), is the headwater (pool) elevation behind Watts Bar Dam (ft msl), is the water surface elevation in the WBN Unit 2 cooling tower basin (ft msl), is a reference headwater (pool) elevation behind Watts Bar Dam (ft msl), and is a reference water surface elevation in the WBN Unit 2 cooling tower basin (ft msl). The following reference parameters were used:
( or),
, and
.
The monthly values for the intake flow rates provided in Table 10 are based on typical seasonal values of the headwater elevation behind Watts Bar Dam ( )presented in Attachment H-14, Table 8. The water surface elevation in the WBN Unit 2 cooling tower basin ( )is computed in the hydrothermal model based on a mass balance of the flows entering and exiting the plant cooling tower basins. In using Equation (1) it is assumed that the SCCW intake supply valve, the SCCW bypass valve, and the SCCW discharge valve are fixed to provide when and
, and that there is no fouling of the screen house trashracks and traveling water screens.
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x Attachment H-12 of the February 2010 RAI response The intake flow rate provided in Attachment H-12 is the same as that given in the NPDES flow diagram provided in Appendix B of the TVA FSEIS (TVA, 2007). The NPDES flow diagram provides an estimate for the SCCW intake flow rate of 174.019 mgd, which is about 270 cfs. This is assumed to be a long-term or annual average value for the SCCW intake flow rate, in contrast to the monthly estimates provided in Attachment H-14 (Table 10). The NPDES flow diagram given in Appendix B of the TVA FSEIS is based on the operation of Unit 1.
x TVAs April 2011 RAI response The April 2011 letter discussed only IPS flow rates but did not discuss SCCW flow rates.
The information in the April 2011 response supersedes the information provided in Reference 3 on IPS flow rates.
x 2012 document Estimates of Entrainment of Fish Eggs and Larvae at Watts Bar Nuclear Plant The subject entrainment study was based on a period of record from March 1, 2010 to March 1, 2011. QINSCCW estimates computed by Equation (1) were modified based on actual operational data and a simplified cooling tower flow balance provided in Equation (2),
below. Neglecting minor losses, the basic flow balance is
, (2) where is as previously defined, in the plant inflow from the ERCW pumps, is the plant inflow from the RCW pumps, is the cooling tower blowdown, is the discharge to the river via the SCCW outfall, and is the loss of water by the cooling tower evaporation.
Using Equation (2), can be estimated based on indirect observations or estimates of the other parameters in the equation. Briefly, and are metered by plant instrumentation, can be estimated based on the number of RCW pumps in service, can be estimated based on the volume of blowdown entering the plant low volume waste holding pond, and can be estimated based on the plant generation.
The observations and/or estimates of each of these parameters contain uncertainties, so bias and statistical scatter is imbedded in the resulting estimates for . By this process, the resulting estimates for the daily average SCCW intake flow rate (i.e., )
for the period of study are shown in Figure 7.
A regression analysis was performed to update the values of and -- in particular, values producing a minimum mean-square difference between computed from Equation (1) and estimated from Equation (2). The analysis also required historical data for the pool elevation behind Watts Bar Dam, which also is shown in Figure 7. Since the water surface elevation in the Unit 2 cooling tower basin was E-25
unmetered, the regression analysis also assigned . The results
- yielded,
( or )and
. (Note this level is a curve fit parameter, not a physical basin elevation)
The reference value was left unchanged. The SCCW intake flowrate computed by Equation (1) with the revised reference values is also shown in Figure 7. Of particular note is that the scatter between the estimated and computed values of the SCCW flow rate is larger in the warm months of the year (e.g., June through September). A definitive basis for the scatter has not been determined but likely factors include: measurement uncertainties, the impact of other operation factors, such as manipulations of the SCCW intake supply, bypass, or discharge valves, and fouling of the trashracks at the screen house.
With updated values for the reference parameters, SCCW intake flow rates for the entrainment study were computed based on upper summer and winter pool elevations behind Watts Bar Dam representative of periods of sustained operation (e.g., five to seven days) during period of record from March 1, 2010, to March 1, 2011. The values selected were El. 741 ft msl for the summer and El. 737 ft msl for the winter (see also the statistical variations in Figure 6). The corresponding computed SCCW intake flow rates are 313 cfs and 238 cfs, respectively.
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400 300 Flowrrate (cfs) 200 100 Estimated Daily Avg SCCW Intake Flowrate Based On Indirect Measurements Computed Daily Averge SCCW Intake Flowrate Based On Watts Bar Pool Elevation 0
745 744 Watts Bar Pool Elevation 743 Elevation (feet msl) 742 741 740 739 738 737 736 735 MarApr MayJunJulAugSepOctNov DecJanFeb 2010 2011 Figure 7. Estimated vs. Computed Values of the SCCW intake flow rate for March 1, 2011 through March 1, 2011; , ,
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RAI Question 3 A written definition of the terms approximate maximum average flow rate (from May 2012 report) and the Approximate SCCW inflow from the February 25, 2010, RAI response (Attachment H-12) and a written discussion of the reason for the differences in the values for the SCCW flow rates from the two documents.
TVA Response - RAI Question 3 x Approximate maximum average flow rate from May 2012 report The qualifier average indicates that the velocity represents a spatial average over the cross-sectional areas identified in TVAs response to RAI Question 1. Maximum refers to a typical upper value of the SCCW intake flow rate that could occur over a period of several days based on the pool elevation behind Watts Bar Dam. There is no rigorous statistical definition or analysis behind this term; rather, it is based on an interpretation of historical data, such as that presented in Figure 7. Approximate is used for two reasons. First, the selection of representative pool elevations was made from an interpretation of the data and measurements have not been made of the SCCW intake flow rate. Second, as emphasized throughout this RAI response, uncertainty exists within assumptions that have been made to estimate the SCCW flow rates.
x Approximate SCCW inflow from the February 25, 2010, RAI response (Attachment H-12)
The term approximate was added as a qualifier for the same reasons as discussed above.
Additional information concerning an annual average pool elevation is provided below.
x Reason for the differences in the values for the SCCW flow rates from the two documents The primary reason for the difference between the values for the SCCW flow rate from the two documents is related to the time scales for the values. In the May 2012 report, the winter and summer flow rates are tied to specific representative pool elevations behind Watts Bar Dam for events extending over a period of several days. The value presented in the NPDES flow diagram, approximately 270 cfs, was considered to be more representative of an annual average value for the SCCW intake flow rate. A second significant difference is the use of operational data and the calculational method described in our response to RAI 2 for the entrainment report compared to earlier evaluations.
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RAI Question 4 A written definition of the terms maximum average velocity (from May 2012 report) and the average velocity expected from the February 25, 2010, RAI response Attachment H-12) and a written discussion of the reason for the differences in the values for the through screen velocities for the SCCW trashrack and traveling screen.
TVA Response - RAI Question 4 x Maximum average velocity (from May 2012 report)
In a manner similar to the answer to RAI Question 3, maximum is used to refer to a typical upper value of the SCCW intake velocity that could occur at the different locations over a period of several days based on the pool elevation behind Watts Bar Dam. The qualifier average indicates that the velocity represents a spatial average over the cross-sectional areas as identified in the TVA response to RAI Question 1. In this context, the values are not representative of hot spots, or local areas of higher velocity, that occur within the cross-sections.
x Average velocity expected from the February 25, 2010, RAI response Attachment H-12 In the February 25, 2010, RAI response Attachment H-12, average was used to convey that the calculations encompass both temporal and spatial averages--temporal in the context that the computation was performed using a flow rate representing an annual average, and spatial in the context that the velocity represents an average over the cross-sectional areas used in the computations.
x Reason for the differences in the values for the through screen velocities for the SCCW trashrack and traveling screen The different velocities are due to differences in the flow rates and cross-sectional areas used in the estimates as described above.
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