ML20050B948
| ML20050B948 | |
| Person / Time | |
|---|---|
| Site: | Limerick  |
| Issue date: | 03/31/1982 |
| From: | PECO ENERGY CO., (FORMERLY PHILADELPHIA ELECTRIC |
| To: | |
| Shared Package | |
| ML20050B942 | List: |
| References | |
| ENVR-820331, NUDOCS 8204070602 | |
| Download: ML20050B948 (45) | |
Text
r A LIMERICK GENERATING STATION UNITS 1 &2 ENVIRONMENTAL REPORT - OPERATING LICENSE STAGE REVISION 3 PAGE CHANGES The attached Revision 3 pages, tables, and figures are considcred part of a controlled copy of the Limerick Generating Station EROL. This material should be incorporated into the ,
EROL by following the collating instructions below:
REMOVE INSERT DATED Volume 1 ,
Pages 2-iii,xxvi Pages 2-iii,xxvi,xxvii 03/82 Volume 2 Pages 2-iii,xxvi Pages 2-iii,xxvi,xxvii 03/82 Pages 2.4-3 to 2.4-4d Pages 2.4-3 to 2.4-4d 03/82 Pages 2.4-13 to 15 Pages 2.4-13 to 15 03/82 Table 2.4-6 Table 2.4-6 (pg 162) 03/82 Table 2.4-7 Table 2.4-7 03/82 Table 2.4-8 Table 2.4-8 03/82 Figure 2.4-4 Figure 2.4-4 03/82
\ --- Figure 2.4-4a 03/82
--- Figure 2.4-4b 03/82 Figure 2.4-5 Figure 2.4-5 03/82
--- rigure 2.4-7a to e 03/82 Page 3.5-3 to 6 Pages 3.5-3 to 6 03/82 Pages 3.5-13 to 20 Pages 3.5-13 to 20 03/82 Table 3.5-3 (pg 1&2) Table 3.5-3 (pg 1E2) 03/82 Table 3.5-7 Table 3.5-7 03/82 r Table 3.5-8 Table 3.5-8 03/82 Table 3.5-9 (p3 1-3) Table 3.5-9 (pg 1-3) 03/82 Table 3.5-10 Table 3.5-10 03/82 Table 3.5 Table 3.5-11 03/82 Table 3.5-12 (pg 162) Table 3.5-12 (pg 1&2) 03/82 Figure 3.5-1 Figure 3.5-1 03/82 Figure 3.5-3 Figure 3.5-3 03/82 Volume 4 Page E240.3-1 Page E240.3-1 03/82 Page E240.22-1 Page E240.22-1 03/82 Page E240.23-1 Page E240.23-1 03/82
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LGS EROL ,
O~' TABLE OF CONTENTS (Cont'd)
Section Title 2.3.1.4 References 2.3.2 Local Meteorology 2.3.2.1 Normal and Extreme Values of the Meteorological Parameters ,
2.3.2.1.1 Wind Direction and Speed 2.3.2.1.2 Atmospheric Stability 2.3.2.1.3 Temperature 2.3.2.1.4 Precipitation 2.3.2.1.5 Humidity 2.3.2.1.6 Fog 2.3.2.2 Topography 2.3.2.3 References 2.4 HYDROLOGY 2.4.1 Surface Water Hydrology 2.4.2 Groundwater Hydrology 2.4.2.1 Historic Floods
/~T 2.4.2.2 Low Streamflows ;
\d 2.4.2.3 Perkiomen Creek and Delaware River Flows i 2.4.3 Water Levels 2.4.3.1 Schuylkill River 2.4.3.2 Perkiomen Creek '
2.4.3.3 East Branch of Perkiomen Creek 2.4.3.4 Delaware River 2.4.4 Hydrologic Description of the Site '
Environment 2.4.5 Surface Water Users 2.4.6 Plant Water Requirement 2.4.7 Water Opality 2.4.7.1 Chemical Characteristics of Surface Water Bodies 2.4.7.2 Water Temperature 2.4.7.3 Sediment Characteristics 2.4.8 Water Impoundments 2.4.9 Conclusion 2.4.10 Ground Water Hydrology 2.4.10.1 Description of Aquifers 2.4.10.2 Site Ground Water Occurrence ;
2.4.10.2.1 Aquifer Parameters 2.4.10.2.2 Water Quality 2.4.10.2.3 Ground Water Levels and Fluctuations 2.4.10.2.4 Directions of Groundwater Flow 2.4.10.2.5 Seepage From the Spray Pond n'
2.4.11 2.<A s References Appendix 2.4A l
. l 2-111 Rev. 3, 03/82 y
LGS EROL j
() FIGURES (Cont'd)
Figure No. Title 2.4-2 Location of Downstream Surface Water Users 2.4-3 Flood Frequency Curve 2.4-4 Low Flow Frequency Curves - Schuylkill River at Pottstcwn, Pa.
2.4-4a Low Flow Frequency Curves - Perkiomen Creek at Graterford, Pa.
2.4-4b Low Flow Frequency Curves - Delaware River at
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Trenton, N. J.
2.4-5 Flow Duration Curve 2.4-6 Rating Curve 2.4-7 Computed Water Surface Profiles I
2.4-7a 100-year Floodplain Near Schuylkill Pumping Station 2.4-7b 100-year Floodplain Near Perkiomen Pumping Station 2.4-7c 100-year Floodplain Near Discharge Location of Perkiomen Water Transmission Main - East Branch of Perkiomen Creek 2.4-7d Energy Dissipator Channel, Perkiomen Water Transmission Main - East Branch of Perkiomen Creek 2.4-7e 100-year Floodplain Near Point Pleasant Pumping Station - Delaware River 2,4-8 Consumptive Makeup Water Supply 2.4-9 Cummulative Annual Water Discharges 2.4-10A Hydrographs of Observation Wells - Spray Pond Area 2.4-10B Hydrographs of Observation Wells - Power Block Area 2.4-10C Groundwater Elevations - Daily Precipitation 2,4-11 Observation Wells and Potentiometric Contours of Water Table, May 25, 1979
() 2.4-12 Flownet for Spray Pond with Semi-impervious Lining 2-xxvi Rev. 3, 03/R2
LGS EROL FIGURES (Cont'd) !
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Figure No. Title i i
2.7-1 Measuring Points for 1973 Ambient Noise Survey i
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2-xxvii Rev. 3, 03/82
LGS ERCL O The flood frequency curve of the Schuylkill River at Pottstown is shown in Figure 2.4-3. This curve is based upon the regional flood discharge relationships contained in Ref 2.4-6. Recorded annual peak flows for the Schuylkill River at Pottstown for 1928 through 1961 were used in preparing the curve along with the estimated peak flow for 1902. Subsequently, recorded annual peak flows for 1962 through 1980 were added to the originally-used flows, and new flood-frequency values were computed. The curve of Figure 2.4-3 was found to be conservative estimate of peak flood flows for any given recurrence interval when compared to recorded values.
2.4.2.2 Low Streamflows June, July, August, September, and October are generally the months of low streamflows on the Schuylkill River. The average discharge over a period of 54 years (1927 - 1980) at Pottstown is 1910 cfs (Ref 2.4-1). The instantaneous and average daily minimum flows of the Schuylkill River at Pottstown from 1927 to 1980 are listed in Table 2.4-6. The instantaneous minimum flow for the period of record was 87 cfs on August 13, 1930 (Ref 2.4-1). The frequency curves of low flows at Pottstown for 1, 3, 7, 14, 30, 60, and 120 consecutive days are shown in Figure 2.4-4. A curve for the annual minimum instantaneous flows is also shown in Figure 2.4-4. The data used to develop the O- curves of Figure 2.4-4 included the effects of existing controls on the Schuylkill River. The effect of regulation provided by Blue Marsh Dam is included starting in 1979. It is estimated that the completion of Blue Marsh Dam will augment the low flows of the Schuylkill River by about 65 cfs (Ref 2.4-7). Based on information received from the Philadelphia District of the U.S.- Army Corps of Engineers, the low flow augmentation on the days of minimum flow occurrence for 1979 and 1980 was 25 cfs. A flow duration table for the Schuylkill River at Pottstown is given in Table 2.4-7, and the corresponding flow duration curve is shown in Figure 2.4-5. The data used to develop this curve were the observed mean daily flows at Pottstown, and so included the effects of existing upstream controls. However, the effect of regulation provided by Blue Marsh Dam is not included.
The 7-day, 10-year low flow at Limerick is estimated to be 260 cfs (Figure 2.4-4). Philadelphia Electric does not plan to construct any upstream storage reservoirs.to augment Schuylkill River flows, because flow augmentation is not required. Low flows may be augmented in future years by controlled releases from storage dams constructed in the Schuylkill River Basin upstream from Pottstown gaging station. As discussed in Section 2.4.1, the Blue Marsh Dam has recently been completed.
The long-term average monthly flows are given in Table 2.4-8.
O 2.4-3 Rev. 3, 03/82 l
LGS EROL 2.4.2.3 Perkiomen Creek and Delaware River Flows As explained later in Section 2.4.6, the Perkiomen Creek and Delaware River are supplementary sources of water for the Limerick Generating Station. June, July, August, September, and October are generally the months of low streamflows for these two rivers. Duration tables for the Perkiomen Creek flows at Graterford (D.A = 279 miz) and the Delaware River at Trenton l (D.A. = 6780 mi2) are given in Table 2.4-7. Perkiomen Creek flows are regulated by the Green Lane Reservoir (D.A. = 70.9 miz) constructed in 1956. The Delaware River flows are regulated by Lakes Wallenpaupack, Hopatcong, Pepacton, Cannonsville, Swinging Bridge, Toronto, Cliff, Neversink, Wild Creek, and several other smaller reservoirs (Ref 2.4-1). Long-term monthly average flows of the Perkiomen Creek at Graterford, and the Delaware River at Trenton are listed in Table 2.4-8. The low flow frequency curves at these two stations for 1, 3, 7, 14, 30, 60, and 120 consecutive days is shown in Figures 2.4-4a and 2.4-4b, respectively.
2.4.3 WATER LEVELS 2.4.3.1 Schuylkill River l
To determine the elevation of the June 1972 flood at Limerick, Philadelphia Electric Company commissioned a special survey in July 1972. About seven hours before the peaking of the June 1972 flood, an oil lagoon at Pottstown was overtopped by the flood waters. This produced an oil slick along the river that left oil marks for a considerable distance downstream. In the above-mentioned survey, ceadings were taken on the top of the oil marks along the east bank of the Schuylkill River from Sanatoga (1.4 miles upstream from Limerick) to Cromby (8.6 miles downstream of Limerick). Assuming that the upper envelope of these readings represents the actual high-water profile, it was concluded that the 1972 flood elevation at Limerick was about 131 feet (MSL).
Figure 2.4-6 shows the expected water surface elevations at the plant site for flows ranging from 80 cfs to 356,000 cfs. This rating curve is based upon values given in Table 2.4-9. Low-flow portions of this curve were developed using the slope-area method. T.he cross-section of the river near the site was taken from a survey conducted in 1969. The roughness coefficient was estimated from the average water surface slope shown in Ref 2.4-9. The low-stage computations were verified with field observations in December 1969. For flows over 20,000 cfs, the water levels were computed using the U. S. Army Corps of Engineers Standard Step Backwater Program (Ref 2.4-10). The computations covered a 14.1-mile reach of the river from Pottstown (5.5 miles upstream of the plant site) to Cromby (8.6 miles downstream of the plant site). It is not expected that this discharge rating curve, and conscquently, the estimated Rev. 3, 03/82 2.4-4
LGS EROL O water levels, would change significantly during the course of l plant operations. 4 Computed water surface profiles between Sanatoga Highway Bridge (about 4800 feet upstream from the plant site) and Linfield Railroad Bridge (about 7500 feet downstream from the plant site) for flood flows of 21,000 cfs, 28,000 cfs, and 99,000 cfs are shown ir Figure 2.4-7. The average annual flood on the Schuylkill River at Pottstown is 21,000 cfs based on 42-years i (1928-1969) and 24,300 cfs based on 53 years of record (1928-1980). The regional data, presented in Ref. 2.4-6, indicates for Pottstown an average annuel flood flow of 28,000 cfs and 100-year peak flow of 99,000 cfs. The estimated probable maximum peak flood flow is 500,000 cfs which would result in a maximum water surface elevation of 174 ft at the Limerick plant site. Plant grade elevation is 217 ft.
It should be noted that a recent flood study performed for the Federal Insurance Administration (FIA) (Ref. 2.4-13) indicates a '
substantially lower value for the 100-year peak flow at the vicinity of the plant site, equal to about 79,000 cfs. This lower flood estimate appears to be the result of using a different statistical distribution in the flood frequency analysis. The floodplain in the vicinity is relatively flat and consists of about 60% of cultivated or fallow fields, about 30%
) thick forest growth, and about 10% built-up areas. At the s/
pumping station, the width of the floodplain measures about 1800 feet. The 100-year flood level was estimated to be about 129 feet mean sea level (MSL) for the pre-project conditions.
The 100-year flood level was also estimated for the post-project conditions including the construction of the Schuylkill pumping station. The method suggested by Chow (Ref 2.4-15) was followed, and the level was found to be about 128.3 feet MSL. For practical purposes, the 100-year floodplain was found to be unchanged before and after the construction of the project. ,
Figure 2.4-7a shows the extent of the 100-year floodplain on the left bank of the river for these conditions. As indicated in ,
this same figure, the only plant structure located in the floodplain of the Schuylkill River is the pumping station. Work on this pumping station was started in October 1977 and was essentially completed in 1981.
h 2.4.3.2 Perkiomen Creek l In the vicinity of the pumping station, the floodplain of Perkiomen Creek measures about 2000 feet wide. It is relatively flat and sparsely wooded with scattered mature trees. There are
-s few houses scattered in the floodplain within a one-mile radius g
y; of the pumping station. From a recent flood study report published by FIA (Ref 2.4-14), the 100-year peak discharge at 2.4-4a Rev. 3, 03/82 l :
LGS EROL this location was estimated to be about 42,300 cfs and the 100-year flood level to be 125.7 feet MSL for the pre-project conditions. The 100-year flood level was also estimated for the post-project conditions with the construction of the Perkiomen pumping station following a method suggested by Chow (Ref 2.4-15). It was found to be 125.8 feet MSL. For practical
- purposes, the 100-year floodplain at the Perkiomen Creek in the vicinity of the Perkiomen pumping station was found to be unchanged before and after the construction of the project.
Figure 2.4-7b shows the extent of the 100-year floodplain on the right bank of the Perkiomen Creek for these conditions. As indicated in the same figure, the only plant structure located in the floodplain of the Perkiomen Creek is the pumping station.
Work on this pumping station is expected to start in late 1982 or early 1983 and to be completed during 1984.
2.4.3.3 East Branch of Perkiomen Creek On the basis of a 1971 flood study report published by the U.S.
Army Corps of Engineers (Ref. 2.4-16), the 100-year flood peak discharge at this location was estimated to be about 2,600 cfs and the 100-year flood level to be at 361 feet MSL. Because no significant change in the floodplain is caused by the construction of this discharge structure, the 100-year flood level after the construction of the project will remain unchanged. Figures 2.4-7c and 2.4-7d show the extent of the 100-year flood plain for the eact branch of the Perkiomen Creek at this location. As indicated in these figures, the only project facility located in the floodplain is the discharge structure. Work on this structure is expected to start in late 1982 or early 1983 and to be completed during 1984.
2.4.3.4 Delaware River From a flood study report published by FIA (Ref. 2.4-17), the 100-year flood discharge at this location was estimated to be 284,000 cfs, and the 100-year flood level to be 103 feet MSL for the pre-project conditions. Because only the intake screen assembly and part of the gate well of the intake structure are situated below the 100-year flood level, occupying less than 1%
of the overall flow cross-sectional area for this discharge, the 100-year flood level of the Delaware River at this location after the construction of the Point Pleasant Pumping Station will remain unchanged. Figure 2.4-7e shows the extent of the 100-year floodplain on the left bank of the river at this location. As mentioned previously, the only structures located in the floodplain are the .9take screen assembly and part of the gate jh Rev. 3, 03/82 2.4-4b
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LGS EROL O well. Work on these structures is expected to start in late 1982 or ear-ly 1983 and to be completed during 1984.
2.4.4 HYDROLOGIC DESCRIPTION OF THE SITE ENVIRONMENT The plant site is located between Sanatoga Creek and Possum Hollow Run, both of which are tributaries to the Schuylkill River. Sanatoga Creek drains an area of less than 10 square miles, just north of the plant site. At a point 1400 feet upstream of its confluence with the Schuylkill River, the creek is nearest to the plant site. At this location, the thalweg of the creek is at approximately el 127 feet. The spray pond (see Section 2.4.8) is located mostly within the Sanatoga Creek Basin.
The cooling towers are located on a ridge that rises in an ENE direction, and separates the cooling towers from the spray pond area. The same ridge forms the drainage boundary between Sanatoga Creek and Possum Hollow Run, and isolatcs the O
2'.4-4c Rev. 3, 03/82 l
LGS EROL O
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Rev. 3, 03/82 2.4-4d
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LGS EROL control, the influence of the plant site upon the regional groundwater is negligible.
l 2.4.10.2.5 Seepage From the Spray Pond Groundwater levels measured in observation wells, indicate that l seepage from the planned spray pond, shown in Figure 2.4-12, will flow in two directions; southwest, toward the Schuylkill River, and to the north. The seepage may cause a groundwater mound beneath the pond, and minor, local reversals of flow direction, as suggested by the flow net construction shown in Figure 2.4-12.
This would increase the groundwater flow to the north, but the general directions of flow would remain the same. Groundwater levels beneath the plant site will not be significantly affected by these seepage losses.
Seepage losses from the spray pond were calculated for an unlined I pond by taking the difference between the preconstruction 1 I
groundwater underflows, and the total underflows expected after the spray pond is constructed. Teo methods were used to calculate the total underflows using Darcy's law: (1) computation of underflow through a cross flow area, and (2) construction and analysis of a flow net.
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\l After the spray pond is operating, the differenti&l head between the spray pond surface and the Schuylkill River will be 140 feet. .'
For flow in a northward direction, the differential head between the spray pand surface and the discharge area is estimated to be 50 feet. An effective thickness of potential aquifer (the saturated thickness will depend upon how high the groundwater mound rises) of 140 feet was used because of the reduction in number and size of fractures at that approximate depth, as observed in the cored holes. A permeability of 200 feet per year was used as an effective value for the residual soils and bedrock materials. -
Using these parameters, underflows were determined by analysis of the flow net in Figure 2.4-12 to be 5.3 x 10* ft3/yr towards the Schuylkill River, and 1.6 x 106 ft3/yr toward the north, giving a total underflow of 6.9 x 10* ft3/yr. The second method of analysis, the cross-sectional area method, O = KIA, indicates that 4.5 x 10* ft3/yr will flow toward the Schuylkill River, and 1.7 x 106 ft3/yr will flow toward the north, giving a total underflow of 6.2 x 10* ft3/yr. ,
Preconstruction underflow was calculated using Darcy's Law:
0 = KIA. The hydraulic gradient (I) was determined from equipotential contours of the groundwater table, shown in Figure 2.4-11. The thickness of saturated material above c. depth
(~h of 140 feet, the effective aquifer thickness, is estimated to be
( ,/ 110 feet. The permeability (K) is 200 feet per year, as described above. Based upon these parameters, present underflow 2.4-13
LGS EROL ll> ;
beneath the pond was estimated to be 2.74 x 106 it3/yr toward the l Schuylkill River, and 0.54 x 106 ft3/yr toward the north. Total ,
preconstruction (natural) underflow, then is the sum of these, or 1 3.3 x 10* ft3/yr. Therefore, the estimated seepage loss from an unlined spray pond is:
(6.9 x 106) - (3.3 x 106) = 3.6 x 106 ft3/yr (flow net (2.4-1) method)
(6.2 x 106) - (3.3 x 106) = 2.9 x 106 ft3/yr-(cross-sectional area method)(2.4-2)
Actual steady-state seepage losses could be higher if untreated open joints or fractures were present in the pond bottom. It would be difficult to preclude this possibility, even with intensive surface and subsurface investigations to determine localized fracture permeabilities; therefore, the spray pond will be lined with a soil-bentonite liner 1 foot thick, having a permeability of less than 1 foot per year. This ensures that the seepage loss calcalations are conservative, by preventing potentially higher rates of seepage through localized fracture zones.
Monitoring of water levels in the observation wells during plant operation will provide information on variations in the potentiometric surface resulting from recharge through h precipitation, and from operation of the spray pond, and will provide additional data on the direction of groundwater movement.
2.4.11 REFERENCES 2.4-1 U.S. Geological Survey, Water Resources Data for i Pennsylvania, Part 1, Surface Water Records, Annual i Publications, Water Years 1965-1980.
2.4-2 U.S. Geological Survey, Surface Water Supply of United States, Part 1-B, Annual Water Supply Paper Series through 1960 Water Year.
2.4-3 U.S. Geolo.gical Survey, Surface Water Records of Pennsylvania, Annual Publications, Water Years 1961-1964.
2.4-4 U.S. Geological Survey, Compilation of Surface Water Records through September 1950, Water Supply Paper 1302, Part 1-B, 1960.
2.4-5 U.S. Goological Survey, Water Supply Paper 1722, Compilation of Surface Water Records, October 1950 to September 1960, Part 1-B, 1964.
Rev. 3, 03/82 2.4-14
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V 2.4-6 Tice, R. H., " Magnitude and Frequency of Floods in the United States," U.S. Geological Survey, Water Supply Papet 1672, Part 1-B, 1968.
2.4-7 E.H. Bourguard and Associates, " Water Resources Survey of the Schuylkill River, Pennsylvania," Water Resources Bulletin No. 4, Department of Forests and Waters, Commonwealth of Pennsylvania, March 1968.
2.4-8 Busch, W. F. and Shaw, L. C., " Pennsylvania Streamflow Characteristics, Low Flow Frequency and Flow Duration,"
Water Resources Bulletin No. 1, Department of Forests and Waters, Commonwealth of Pennsylvania, April 1966.
2.4-9 Department of Forests and Waters, Commonwealth of Pennsylvania, Schuylkill River Project, " River and Flood Profiles, Location of Permanent and Temporary Dams and Impounding Basins," Plate No. 40, December 28, 1950.
2.4-10 U.S. Army Corps of Engineers, Backwater-Any Cross-Section, Hydrologic Engineering Center, June 1967.
2.4-11 Glaser, J.D., " Provenance, Dispersal, and Depositional Environments of Triassic Sediments in the Newark-
) Gettysburg Basin," Pennsylvania Geology Survey (4th Ser.), General Geol. Report G43, 168 pp., 1966.
2.4-12 Longwill, S.M. and Wood, C.R., " Groundwater (SIC)
Resources of the Brunswick Formation in Montgomery and Berks Counties, Pennsylvania," Pennsylvania Geology Survey, 4th Ser., Bull. W-22, 59 pp, 1965.
2.4-13 Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, Township of Limerick, Montgomery County, Pennsylvania. September 1980.
2.4-14 Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, Township of Perkiomen, Montgomery County, Pennsylvania.
August 1981.
2.4-15 Chow, Ven-te, Open Channel Hydraulics. McGraw Hill Book Company, New York, 1959.
2.4-16 U.S. Army Corps of Engineers, Philadelphia District, Floodplain Information, East Branch of Perkiomen Creek, Bucks County, Pennsylvania (1971).
(~T 2.4-17 Federal Emergency Management Agency, Federal Insurance
(_) Administration, Flood Insurance Study,. Township of Kingwood, Hunterdon County, New Jersey (October 1979).
2.4-15 Kev. 3, 03/82 l_
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LGS EROL l O TABLE 2.4-6 (PAGE 1 OF 2) l INSTANTANEOUS AND AVERAGE DAILY MINIMUM FLOWS OF THE l SCHUYLKILL RIVER AT POTTSTOWN, PENNSYLVANIA (cfs)
WATER YEAR DAY INSTANTANEOUS AVERAGE DAILY 1927-28 October 3 406 535 29 July 13 300 468 30 August 13 87 196 31 October 20 97 202 32 September 19 117 175 33 October 2 107 181 34 September 3 386 453 35 September 27 348 461 36 September 23 303 354 37 November 29 265 331 38 October 13,18 353 435,423 39 September 20 248 292 40 August 4,25 352 398,374 41 September 28 121 220 42 October 8 128 217 43 September 28 236 268 44 October 14 292 327 f \-
45 46 October 7 September 17,19 268 422 395 453,458 47 December 3 379 505 48 October 28 370 420 49 July 3 170 232 50 August 29 257 501 51 October 6 461 479 52 October 6 414 43' 53 August 31 374 35.
54 August 1 213 242 55 August 4 239 274 56 January 28 451 507 57 September 7 268 290 1 58 . October 2,3,4 295 325,320,309 59 August 4 346 368
~60 October 22 458 476 61 -September 29,30 452 471,471 62 August 4 288 306 63 September 25 277 292 64 September 27 199 204 65 July 29 189 212 66 September 2 179 201 67 October 12 298 327 68 September 2 344 373 39 October 6 411 -424
('T 70 September 26 396 423 4'~ '/ 71 October 4 390 450 72 September 17,18 499 513,589 a
Rev. 3, 03/82 l i . . . . . . . . .. . . . . . . . . . . .. . . . . . ..
l LGS EROL l l
( TABLE 2.4-6 (Cont'd) (PAGE 2 OF 2) l WATER YEAR DAY INSTANTANEOUS AVERAGE DAILY l ,
73 October 17,18 572 586,586 '
74 July 22,23 436 457,449 '
75 November 11 576 589 76 September 15 562 576 l 77 September 12,15 432 442,444 l 78 J u .' - 24,25 679 709,709 l 79 Sepcember 2 549 569 80 September 10 350 365 i
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LG S EhCL TABLE 2.4-7 DURATION TABLE OF DAILY FLOWS FOR THE SCilDY LKILL hlVER, PEEKIOMEN CREEK, AND DELAWARE bIVER (cf s) ( 1 )
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SCHUYLKILL RIVER PE8KIOMEN CHEEK DELAWARE hIVEE I ICENT OF AT PUITSTOWN, PA AT GHATERFORD, PA AT THENTON, NJ 4E EQUALED USGS 01472000 USGS 01473000 USGS 01463500 EXCEEDED _ Period 1928-80 Period 1915-80 __ Period 1912-80 l 2 7600 2700 45,000 1 5 5300 1400 33,000 1 10 3900 800 25,000 1 20 2700 440 17,000 l :
30 2100 310 13,000 1 40 1650 230 10,000 1 50 1300 170 8,000 l 60 1050 120 6,300 l 70 820 90 5,100 l 80 640 67 4,000 l 90 460 48 2,900 l 95 370 36 2,300 1 98 300 27 1,860 l
. __ _ l U. S. Geological Survey 3
-__ i Bev. 3, 03/82 l 6
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MONid Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annua 7
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I LGS EROL T ABLE 2. 4-8 LOHG-TEED AVERAGE MONTHLY FLOWS OF THE SCHUYLKILL h1VEh, PEhKIOMEN CHEEK , AND DELAWARE RIVEB (ct s)
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SCHUYLKILL RIVER PERKIOMEN CBEEK DELAWAhE kIVER l AT POTTSTOWN, PA Al GRATERFORD, PA A'_ TL ENTON, NJ USGS 01472000 USGS 01473000 USGS 01463500 (Jun 1914-Sep 19801 (Oct 1912-Sep 19801 JOct 19 26-Sco 19801 2244 528 12,752 l 2457 628 12,690 3217 771 21,431 2900 546 22,552 1 2218 350 13,962 1513 221 8,900 1 1248 234 7,170 1090 216 6,105 l 1080 191 5,693 l 1154 187 6,890 l 1701 336 10,578 l 2093 463 12,301 l 1910 389 11,748 l Rev. 3, 03/82 l i
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- INSTANTANEOUS ( N o N x5Es l
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1.5 2 5 10 50 100 l
RECURRENCE INTERVAL IN YEARS l
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- 1. CURVES INDICATE THE AVERAGE FLOW FOR THE INDICATED NUMBER OF SUCCESSIVE DAYS.
- 2. DEVIATION OF THE INSTANTANEOUS CURVE RESULT FROM DlURNAL I FLUCTUATION.
- 3. CURVES COMPUTED FROM RECORDS FOR 1929 - 80. LIMERICK GENER ATING STATION UNITS 1 AND 2 ENVIRONMENTAL REPORT LOW FLOW FREQUENCY CURVE SCHUYLKILL RIVER AT POTTSTOWN, PA.
FIGURE 2.4-4 R EV. 3,3/82
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mms o l ll l l l lll l l l l 1.1 1.5 2 5 10 50 100 RECURRENCE INTERVAL IN YEARS i
- 1. CURVES INDICATE THE AVERAGE :
FLOW FOR THE INDICATED NUMBER l LIMERICK GENERATING STATION l OF SUCCESSIVE DAYS.
- 2. CURVES COMPUTED FROM RECORDS ENVIRO MENTAL REPORT FOR 1916 - 80 LOW FLOW FREQUENCY CURVES OF PERKlOMEN CREEK AT G R ATER FORD, PA.
FIGURE 2.4-4a R EV. 3,3/82
O 4eee i i ii i 120 DAY i i i iii i i i 3200 30 DAY _
14 DAY 7 DAY l 2400 3 DAY g 1 DAY d l -
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l ll l l l l llI l 100 1,1 1.5 2 5 to 50 RECURRENCE INTERVAL IN YEARS
- 1. CURVES INDICATE THE AVERAGE FLOW FOR THE INDICATED NUMBER OF SUCCESSIVE DAYS.
- 2. CURVES COMPUTED FROM RECORDS LIMERICK GENER ATING STATION FOR 1914-80. UNITS 1 AND 2 ENVIRONMENTAL REPORT LOW FLOW FREQUENCY CURVE DELAWARE RIVER AT TRENTON, NEW JERSEY FIGURE 2.4-4b R EV. 3,3/82
r (nv) 10,000 5,000 2,000 vi u.'
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m 200 I I I I I I I I I I l l I I 100 0.10.20.3 1 2 5 10 50 90 95 98 99 99.8 99.9 PERCENT OF TIME NOTES:
- 1. THE CURVE SHOWS THE PERCENT LIMERICK GENERATING STATION OF TIME THE INDICATED FLOW UNITS 1 AND 2 WAS EQUALED OR EXCEEDED. ENVIRONMENTAL REPORT
- 2. DATA FROM PA. DEPT. OF FORESTS
[ AND WATERS BULL. NO.1, PERIOD FLOW DURATION CURVE
\v OF RECORD, 1928- 80 SCHUYLKILL RIVER AT POTTSTOWN, PENNSYLVANI A i
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- 100-YEAR FLOOD LEVEL AFTER PROJECT CONSTRUCTION
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meunu 100 YE AR FLOOD PLAIN NEAR POINT PLE ASANT PUMPING STATION - DEL AWARE RIVER I FIGURE 2.4 7e REV. 3,3/82 f I sus e un
LGS ERCL y/ similar stations, as given in NUREG 0016, are used to estimate releases. Similarly, since in-station leakage, iodine partition factors, and leakage source terms are uncertain and likely to vary, the releases from ventilation systems are estimated, based upon the actual station measurements summarized in NUREG 0316. 3.5.2 LIQUID RADWASTE SYSTEMS The liquid waste management system is designed to process and dispose of, or recycle, the radioactive or potentially radioactive liquid wastes generated in the operation of the plant. The liquid waste management system consists of equipment drain (low conductivity), floor drain (high conductivity), chemical, and laundry subsystems. These subsystems are shown in Figure 3.5-1. The liquid wastes are collected in sumps, located in the structures containing radioactive equipment, and pumped to collection tanks located in the radwaste enclosure. The incoming wastes are classified, collected, and treated as floor drain, ! equipment drain, chemical, and laundry wastes. Cross-connections (~) between the subsystems provide additional flexibility for
\~J processing the wastes by alternative methods.
3.5.2.1 Equipment Drain Subsystem l Wastes from piping and equipment drains are collected in the equipment drain collection tank. Equipment drain collection tank contents are processed on a batch basis through a precoat filter and mixed bed demineralizer, and then collected in one of two sample tanks. From an equipment drain sample tank, wastes are normally returned to a condensate storage tank for plant reuse. A recycle routing allows high conductivity wastes, or water of excessively high radioactivity concentration, to oe either recycled to the equipment drain collection tank for additional processing through the filter and demineralizer, or recycled to the floor drain collection tank for additional processing. 3.5.2.2 Floor Drain Subsystem Wastes originating from the drywell, reactor, turbine, and radwaste enclosure floor drains are collected in the floor drain collection' tank. In addition, small infrequent quantities of liquid waste from condensate and refueling water storage tank dike sumps are also collected and treated with these wastes. 3.5-3 Rev. 3, 03/82 l
LGS EROL The wastes collected in the floor drain collection tank are processed on a batch basis through a precoat filter and mixed bed demineralizer, bypassing floor drain sample tank No. 1, and discharged to floor drain sample tank No. 2 for final sampling and analysis. Provision is available to discharge directly to sample tank No. 1, for use when warranted. The bases for selecting this treatment path are water quality, equipment availability, and economic considerations. If the quality of the filtered waste in sample tank No. 1 is unsuitable for plant rease, then the flexibility exists to reprocess the batch through the floor drain system or to recycle it to the equipment drain collection tank. Treated floor drain wastes may be discharged from the plant after dilution with cooling tower blowdown. However, if the treated wastes meet the specifications of water quality used in the plant, and if the water inventory of the plant permits their recycle, they are returned to the condensate storage tank for reuse. 3.5.2.3 Chemical Waste Subsystem Chemical wastes collected in the chemical waste tank consist of laboratory wastes, decontamination solutions, sample rack drains, and other corrosive wastes. After accumulation in the chemical waste tank, these wastes are chemically neutralized, if required, and transferred to the floor drain collection tank for batch processing through the floor drain subsystem. The chemical waste subsystem is designed to permit addition of an evaporation system as an alternate means of waste processing. Installation of this equipment will not be completed for ini'tial plant operation. Complete installation may occur alter the plant begins operation if it is determined that this method of waste processing is desired and appropriate. 3.5.2.4 Laundry Drain System Laundry wastes consist of detergent-containing water from the laundries and personnel decontamination facilities throughout the plant. These wastes are routed to two ?aundry drain tanks interconnected by an everflow line. From the tankc, the wastes are processed through the laundry drain filter, and collected in the sample tank for sampling and analysis. Effluent from the sa ple tank is normally discharged through the monitored discParge pipe, into the cooling tower blowdown pipe. High conductis.ty filtrate can be recycled back to the laundry drain tanks, or to the floor drain system. , 1 O Rev. 3, 03/82 3.5-4
LGS EROL O 3.5.2.5 Radioactive Liquid Releases During processing of liquid radwastes, radioactivity is removed so that the bulk of the liquid is restored to clean water, which is either recycled in the plant or discharged to the environment. The radioactivity removed from the liquids is concentrated in filters and ion exchange resins. These concentrated wastes are sent to the solid waste management system for eventual shipment to a licensed burial facility. Normally, most of the liquid passing through the liquid waste management system is recycled in the plant. However, the treatment in this system is such that these liquids can be discharged from the plant after monitoring, if required, by plant water balance considerations. Liquid radwaste will be discharged from the system consistent with the discharge criteria of 10 CFR Part 20, and 10 CFR Part 50, Appendix I. Normally, the liquid passing through the laundry drain processing subsystem is discharged directly; however, it may be processed through the floor drain system if necessary. l The resulting doses from radioactive effluents are within the guideline values of Appendix I to 10 CFR Part 50. The expected yearly activity releases for each waste stream, and the total, () are given in Table 3.5-3. Design and administrative controls are incorporated into the liquid waste management system to prevent inadvertent releases to the environment. Controls include administrative procedures, operator training, redundant discharge valves, and discharge radiation monitors that alarm and initiate automatic discharge valve closure. Prior to any discharge, activity concentrations are measured in samples taken from the various sample tanks. A single line is provided for radioactive plant discharges to minimize the potential for inadvertent releases. The processed liquid radwaste that is not recycled in the plant is discharged into the cooling tower blowdown pipe on a batch basis, at up to 280 gpm from the liquid radwaste equipment and floor drain processing system and 10 gpm from the liquid radwaste l laundry drain processing system. A total cooling tower blowdown flow of 10,000 gpm for both units dilutes the above discharges by a factor of at least 35 for the liquid radwaste equipment and floor drain subsystems, and 1000 for the laundry waste subsystem. This dilutien occurs within the site boundary, and is used in determining specific activity concentrations for the releases. b v 3.5-5 Rev. 3, 03/82
l LGS EROL 3.5.3 GASEOUS RADWASTE SYSTEMS The gaseous radwaste systems are designed to process and control t'.ie release of radioactivity to the environment. The doses I resulting from the releases of gaseous radwaste systems conform to the guidelines of 10 CFR Part 50, Appendix I. The systems are designed to limit the dose to offsite persons from the routine station releases to less than the limits specified in 10 CFR Part 20, and to operate within the release rate limits established in the operating license. For evaluation of the systems, an annual average radioactive noble gas souree term (based upon a 30-minute decay) of 60,000 microcories/sec per reactor Unit is used. HVAC is provided through the station areas to:
- a. Maintain a controlled environment in all station areas, to maintain the integrity and operability of equipment and components, and for the safety and comfort of personnel in occupied areas
- b. Adequately meet the airborne radioactive material requirements of 10 CFR Part 20, 10 CFR Part 100,-and 10 ll CFR Part 50, Appendix I, where applicable, to ensure the, safety of operating' personnel in the various station areas, and to ensure that the radioactive gaseous emissions from the station to the environment are kept as low as reasonably achievable (ALARA) and below permiss,ible discharge limits, and l C. Direct airflow from areas of lesser radioactive contamination to areas of higher contamination to ensure the control of airborne radioactive contaminants.
The containment and the reactor, turbine, and radwaste enclosures are the potential sources of airborne radioactivity that are treated by the station enclosure HVAC systems. The gaseous radwaste systems are divided into the following:
- a. The offgas system
- b. The primary containment and secondary containment HVAC systems
- c. The turbine enclosure HVAC system
- d. The radwaste enclosure HVAC system
~
3.5-6
LGS EROL O filters. This exhaust system is balanced to maintain the flow of air within the enclosure. The tank exhaust system provides a means of filtering and venting air from tanks and equipment housed in the radwaste enclosure. A single fan and filter train are employed for this purpose, as necessary, to ensure proper charcoal adsorber operation. There are HEPA filters, and charcoal adsorbers in this system. Since the flow of air from tanks and equipment varies, space air is admitted as required to maintain system volume. Both exhaust systems use the same duct to transport the filtered air to the turbine enclosure exhaust vent. Each exhaust system, and the respective supply system, are interlocked so that failure of the exhaust system will shut down the supply system. This condition is alarmed directly in the radwaste control room. 3.5.3.5 Standby Gas Treatment System (SGTS) The principal objectives of the SGTS are to minimize exfiltration from the reactor enclosure, and provide filtration of the primary and secondary containment atmosphere. Ci The SGTS, as shown in FSAR Figure 9.4-2, is common to both Units 1 and 2. The .SGTS consists of the following components important for the treatment of radioactive gases:
- a. Two 100% exhaust fans, and
- b. Two 100% filter trains. Each train consists of an electric heater to maintain 70% relative humidity (RH) in the air, two banks of 99.97% efficiency di-octyl phthalate (DOP) HEPA filters, and an 8-inch deep carbon adsorber bed with a 99.9% efficiency for removing elemental iodine, and a 99.5% efficiency for removing methyl iodide at 70% RH.
Each filter train is sized to purge the primary containment, or to serve the common Zone III of both units and Zone I or II ! simultaneously, and each exhaust fan is capable of exhausting the rated flow through one filter train. [ The SGTS is designed to accomplish the following specific f functions: l
- a. Exhaust sufficient filtered air from the reactor I
enclosure to maintain a negative pressure of about f-' 0.25 inch water gauge in the affected volumes during ; ( ,g/
~
secondary containment isolation, and filter the exhausted air to remove radioactive particulates and 3.5-13 i
LGS EROL radioactive iodine to limit the offsite dose O consequences to less than the guideline values of 10 CFR Part 100 -
- b. Filter and exhaust the discharge stream from the main steam isolation valve leakage control system
- c. Filter and exhaust air from the primary containment for purging and ventilating prior to personnel entry, and
- d. Filter and exhaust gas mixtures from the primary containment pressure relief line.
The SGTS is actuated either automatically or manually. The automatic actuation is originated by any of the reactor enclosure isolation signals. The manual actuation is initiated from the control room. The air processed by the SGTS filter train is continuously monitored by redundant radiation detectors downstream of the filter trains. High radiation levels in the discharge stream will annunciate an alarm in the control room. 3.5.4 SOLID RADWASTE SYSTEM h The Applicant is committed to providing a solid waste management system that complies with the intent of Branch Technical Position ETSB 11-3 (Ref 3.5-3). The solid radwaste system collects, monitors, processes, packages, and provides temporary storage facilities for solid wastes, for offsite shipment and permanent disposal. For the purpose of this section, the term " solid waste" is used for spent bead and powdered resin, and dry solid waste produced from plant operation. A flow diagram of the solid radwaste system is shown I in Figure 3.5-3. The activities of the wastes entering the solid radwaste system are dependent upon the liquid activities in the various liquid systems, such as the condensate, RWCU, fuel pool cleanup, equipment drain, and floor drain systems, whose activities are in turn a function of the reactor coolant activity. The quantities of solid wastes generated will be dependent upon the plant operating factor, extent of equipment leakage, plant maintenance and housekeeping, and decontamination requirements. Input to the solid radwaste system is predominantly powdered Rev. 3, 03/82 3.5-14
LGS EROL O resins from filter demineralizers and bead resins from deep bed demineralizers. Powdered and bead resins are dewatered by centrifuge and then packaged in high integrity containers (HICs) for offsite disposal. 3.5.4.1 Wet Solid Waste Processing Wet solid wastes consist primarily of spent demineralizer resins and powdered filter resins backwashed from RWCU, condensate filter /demineralizer, floor drain, equipment drain, and fuel pool cleanup systems. Only reactor water cleanup material is expected to be of high specific activity (HSA). The remainder of the solid wastes are low specific activity (LSA), as defined in 10 CFR Part 71. Spent condensate filter demineralizer material (powdered resins) is backwashed to the respective condensate backwash receiving tank, and from there is pumped to one of two (per unit) phase separators. When the material has settled, the clear water is decanted to the equipment drain tank for further processing and reuse. When a predetermined sludge level is reached in a phase separator, the other phase separator is used, while the material [s3/ in the first is allowed to decay. After decay, the waste from the phase separator is pumped in slurry form to the centrifuge for dewatering. Each condensate phase separator is sized for a normal 14-day collection, and 14-day decay time. Backwash from the RWCU system is handled in a manner similar to the condensate filter demineralizer system, except that there is only one RWCU phase separator per unit. Each RWCU phase separator is sized for a normal 60-day collection (from both units), and 60-day decay time. Material from the equipment and floor drain filters, and fuel pool cleanup filter demineralizer, is backwashed to the waste sludge tank, and then pumped to the centrifuges for dewatering. Equipment and floor drain demineralizer spent resins are backwashed to their respective intermediate spent resin tanks prior to being pumped to the waste sludge tank. The waste sludge tank, equipment drain spent resin tank, and floor drain spent tank are sized for normal 20-day, 62-day, and 23-day collection times, respectively. Slurries from the phase separator, or the waste sludge tank are (~)s (_ pumped to one of two horizontal centrifuges. The approximately 5% by weight fluid is dewatered to approximately 40 to 60% by 3.5-15 Rev. 3, 03/82
LGS EROL weight solid content. The dewatered material drops from the O centrifuge to its respective HIC. Centrifuge effluent water is returned to a condensate phase separator for further processing. The dewatering operation is normally terminated by low tank level or high HIC level signals, and an automatic flushing of piping up to the centrifuges takes place. The centrifuges are flushed afterwards. Flush water is returned to a condensate phase separator. The centrifuge discharges through a fill head assembly that fits into the container opening. The fill assemblies are flushed with spray nozzles after being emptied. Flush water is returned by gravity drain to a condensate phase separator. The fill assemblies are controlled locally, and container filling operations in the process cells are viewed through shielded glass windows. Ventilation connections to the radwaste enclosure ventilation system are provided from the centrifuges and the fill ' assemblies to minimize the spread of any airborne contamination. After filling, the HICs are capped by a capping machine controlled from outside the filling cell, and viewed through a shielded glass window. The capping machine installs caps on the HIC openings in an automatic operation. h 3.5.4.2 Concentrated Liquid Waste Processing Installation of the radwaste evaporators will not be completed for plant operation (Section 3.5.2.3). Because the solid waste management system does not include an installed solidification subsystem, any future concentrates produced would be solidified prior to offsite shipment by an acceptable mobile solidification system connected to the external processing station. 3.5.4.3 Dry Solid Waste Inputs Dry wastes (yncist of air filters, miscellaneous paper, rags, etc, from c;.ataminated areas; contaminated clothing, tools, and equipment parts that cannot be effectively decontaminated; and solid laboratory wastes. The activity of much of this waste is low enough to permit handling by contact. These wastes are collected in containers located in appropriate areas throughout the plant, as dictated by the volume of wastes generated during operation and maintenance. The filled containers are sealed and moved to a controlled-access enclosed area for temporary storage. Compressible wastes are compacted into 55-gallon steel drums by a hydraulic press. Ventilation is provided to control contaminated Rev. 3, 03/82 3.5-16
a LGS EROL O particles while this packaging equipment is being operated. Noncompressible wastes are packaged manually in similar 55-gallon steel drums, or in other suitable containers. Because of its low activity, this waste can be stored until enough is accumulated to permit economical transportation to an offsite facility for final disposal. 3.5.4.4 Irradiated Reactor Internals Irradiated reactor internals being replaced are removed from the RPV underwater, and stored for radioactive decay in the spent fuel storage pool. An estimated average of seven of the control rod blades are removed from each reactor annually, and are stored on hangers on the fuel pool walls, or in racks interspersed with the spent fuel racks. Offsite shipping is done in spent fuel shipping casks. Approximately 30S. of the power range monitor detectors are l replaced in each reactor annually. Spent incore detectors and dry tubes are transferred by the refueling platform auxiliary hoist underwater to the spent fuel pool. A pneumatically operated cut'.ing tool supplied # rom the nuclear steam supply 0 system (NSSS) g1 lows remote cutting of the incore detectors and dry tubes on the work table in the fuel pool. The cut incore monitors and dry tubes, and other small-sized reactor internals, are shipped offsite in suitable containers and/or shielded casks that can be loaded underwater. A trolley-mounted disposal cask with an internal cable drum is supplied with the NSSS for source and intermediate range neutron monitor detector cables, and the traversing incore probe wires. 3.5.4.5 Solid Radwaste Svstem Components System components of the solid waste management system include tanks, piping, pumps, centrifuges, fill head assemblies, capping machines, decontamination equipment, hydraulic press, and handling equipment. System collection and phase separator tanks are sized for normal plant waste volumes, with sufficient excess capacity to accommodate equipment downtime and expected maximum volumes that may occur during refueling, abnormal leak rates, or O decontamination. Tank supplies and discharges are cross-connected as appropriate for greater operational 3.5-17 Rev. 3, 03/82
LGS EROL flexibility. Air spargers or recirculation lines ccc provided in 9 the tanks to create a homogenous slurry for pumpiny. Tanks are provided with overflow lines to route any inadvertent overflow to liquid radwaste collection sumps. Tanks are vented to their enclosures' respective ventilation system, where any airborne particulate matter is removed by filtration. System piping material is carbon steel, except for piping associated with the external processing station, which is stainless steel. Line sizing is based upon maintaining adequate flow velocities to maintain slurries in suspension. The piping is located to avoid low points and other features that could create local " hot spots." The lines are flushed with condensate after a pumping or draining operation. Pumps are vertical, inline, centrifugal types. Pump seals are routed to drains so that leakage is contained. Two centrifuges are provided to dewater filter sludges and spent ion exchange resins. The water removed is returned to a condensate phase separator by gravity, and the dewatered sludges are directed to the HICs. The centrifuges are fabricated of stainless steel and are continuous feed, horizontal, solid bowl, sanitary types. Discharce chutes from the centrifuges are equipped with fill head assemblies to interface with the HIC openings. The caping machines automatically cap the HICs. Operation is controlled locally at the process cell, and viewed through the shielded glass window to verify proper closure. The solid waste management system does not include a permanently installed solification capability. An external processing station has been provided to accommodate the use of a mobile solidification system if the need should arise. Containers are washed down with spray nozzles and air blast dried within the decontamination cell to minimize spread of contamination. A swipe sample mechanism, and a contact radiation monitor are provided to verify decontamination, and determine radiation level for shipping considerations. O Rev. 3, 03/82 3.5-18
LGS EROL A V A hydraulic press is provided so that compressible wastes such as paper, rags, and clothing can be reduced in volume. The press is designed to compress these wastes in a 55-gallon steel drum by a vertical moving piston, at about 50 psig. A ventilation system is provided as an integral part of the hydraulic press to control airborne particulate matter during the compressing operation by pulling air across the top of the drum to minimize the spread of contamination. The air exhcests through an HEPA filter into the radwaste enclosure ventilation system. HIC handling is accomplished by an overhead crane and transfer carts. The overhead crane moves containers to and from storage cells, and to trucks for shipping offsite. Operations are viewed through a shielded glass window, as well as on closed-circuit television monitors. Two area television cameras and one crane-mounted camera are provided. HICs are moved in and out of process cells on railed, electric motor-driven transfer carts. In the event of motor failure, the carts can be manually placed in position for container removal and access for repair by means of a push rod. Cart operations are viewed and controlled from behind the shielded glass window /~') (/ of the process cell. 3.5.4.6 Packaaina and Storace LSA and HSA dewatered wastes are packaged in large polyethylene HICs. Ccmpressible dry waste is packaged in 55-gallon steel drums. Noncompressible dry wastes are packaged in 55-gallon steel drums, or other suitable containers. All containers comply with 10 CFR Part 71, and~ applicable portions of 49 CFR. Storage is provided in storage bays for the HICs. Each HIC is located in its own shielded cubicle with a removable plug on top.
'1he storage compartments and process cell areas, where the HICs are handled, are equipped with floor drains for washdown of any spillage that may occur.
Compressible and other dry wastes are expected to be of low activity, and the 55-gallon drums and other containers will be stored in appropriately controlled unshielded areas prior to shipment. The expected volumes and activities of solid wastes shipped offsite are given in Table 3.5-4. O v 3.5-19 Rev. 3, 03/82
LGS EROL 3.5.5 PROCESS AND EFFLUENT MONITORING O Radioactive gaseous effluents will normally be released to the environment from three locations: the south stack, the north stack, and the hot shop exhaust. Radioactive liquid effluents will normally be released to the environment through the cooling tower blowdown diffuser in the Schuylkil' River. l 3.5.5.1 North Stack Ventilation Exhaust Radiation Monitors The north stack ventilation exhaust radiation monitors are comprised of two subsystems:
- a. Normal plant operation monitoring subsystem
- b. Post-accident monitoring subsystem The objectives of the normal plant operation subsistem are to indicate whether the limits of actual release of radioactive material to the environs are reached or exceeded, and to measure the quantity of release of radioactive material during normal plant operation, in compliance with 10 CFR 50 and Regulatory Guide 1.21.
The stack radiation monitoring system, including the isokinetic sampling system and the post-accident monitoring subsystem, is h designed to carry out the following functions:
- a. To provide continuous isokinetic and representative samples of the stack flow in compliance with the requirements of General Design Criterion 64 of 10 CFR 50, Appendix A, Regulatory Guide 1.21, and ANSI 13.1-1971.
- b. To continuously record releases of radioactive particulates, iodines and noble gases to the environs so that the total quantity of radioactive material released can be evaluated.
- c. To alarm, in event that specified rates of release of )
radioactive material are exceeded.
- d. To provide continuous real-time indications of radioactive releases during the accident and post-accident modes of operation. .
The north stack exhausts from the following systems: O Rev. 3, 03/82 3.5-20 i [ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _
1 LGS BROR f TABLE 3. 3 EX PECTED Y EAELY AC1IVITY hELEASED FEG (curies / year; total
~
EQ UI PM EN T CHEMICAL FLGOE DBAIN DRAIN DRAIN ISOTORE _SUBSYSTEd_ S U BS YS T EM SUBSYSTEM Br-83 2.r' x 10-5 3.28 x 10-5 1.11 x 10- 7 5. Br-84 - 1.19 x 10-6 - 1. Br-85 - - - I-131 9.40 x 10-* 4.58 x 10-* 1.32 x 10-5 1c I-132 2.23 x 10-* 2.96 x 10-* 1. 01 x 10-6 5. 1-133 1.9 8 x 10-3 1.35 x 10-3 1.37 x 10-5 3. I-134 6.9 5 x 10-5 8.57 x 10-s 2.42 x 10-7 1. I-135 7.05 x 10-4 7.40 x 10-* 3.56 x 10-6 1. RL-89 7.90.x 10-6 1.31 x 10-6 - 9. C s- 13 4 1.53 x 10-* 1.43 x 10-* 2.46 x 10-5 1. Cs-136 9.70 x 10-* 9.31 x 10-5 1.44 x 10-5 1c Cs-137 3.57 y 10-3 3.33 x 10-* 5.76 x 10-5 3. Cs-138 5.57 x 10-* 1.25 x 10-* 1.54 x 10-6 6c Na-24 7.40 x 10-* 5.59 x 10-* 4.49 x 10-6 1. P-32 3.89 x 10-5 1.87 x 10-5 5.80 x 10-7 5.
~. C r- 51 9.97 x 10-4 4.72 x 10-* 1.54 x 10-5 1.
Mn-54 1.22 x 10-5 5.69 x 10-6 1.56 x 10-7 1c Mn-56 4.81 x 10-* 6.39 x 10-* 2.19 x 10-6 1c Fe-55 2.04 x 10-* 8.87 x 10-* 3.08 x 10-6 1. Fe-59 6.03 x 10-6 2.84 x 10-* 9.50 x 10-8 8. Co-58 4.04 x 10-5 1.89 x 10-5 6.40 x 10-8 5. Co-60 8.16 x 10-5 3.81 x 10-5 1.31 x 10- 6 1. Ni-63 2.04 x 10-7 9.53 x 10-a - 2. Ni-65 2.86 x 10-6 3.80 x 10-6 1.30 x 10-8 bc C u- 64 2.16 x 10-3 1.81 x 10-3 1.46 x 10-5 3. L Zn-65 4.05 x 10-5 1.89 x 10-5 6.52 x 10-7 5. Zn-69 1.27 x 10-5 3.96 x 10-6 - 1c Sr-89 2.03 x 10-5, 9.53 x 10-6 3.20 x 10- 7 2c Sr-90 1.22 x 10-6 5.69 x 10-7 1.97 x 10-8 1. S r- 91 2.23 x 10-* 2.00 x 10-* 1.19 x 10-6 4. Sr-92 1.0 5 x 10-* 1.38 x 10-* 4.79 x 10- 7 2c Y-91 1.17 x 10-s 4.77 x 10-6 2.04 x 10-7 1. Y-92 2.56 x 10-* 3.L9 x 10-* 1.27 x 10-6 Sc Y-93 2.37 x 10-* 2.08 x 10-4 1.29 x 10- 6 4. Zr-95 1.41 x 10-6 6.65 x 10-7 2.24 x 10-8 2. Zr-97 4.51 x 10-7 3.26 x 10-7 - 7. Nb-95 1.43 x 10-* 6.65 x 10-7 2.30 x 10-a 2. N b- 9 d 5.59 x 10-6 4.77 x 10-6 1.35 x 10-8 1.
.40-99 3.25 x 10-* 1.72 x 10-* 3.61 x 10-6 4.
Ic-99m 8.97 x 10-* 8.04 x 10-* 6.13 x 10- 6 1. Tc- 101 3.50 x 10-7 2.38 x 10-7 - 5. Tc-104 1.31 x 10-6 1.16 x 10-6 - 2. t
._m
) '
l I b >3 (Page 1 or 2) i p LigUID WASIE MANAGL4ENT SYST EMS (13 B are for 2 uraits) LAUNDRY LWS ADJ US TED DE AIN 5UBTOTAL ___ TOTAL (2) , SUpsYSTEM_ TOTAL l 5 x 10-5 6.19 x 10-* - 6.19 x 10-* l J9 x 10-6 1.28 x 10-5 - 1.28 x 10-5 1 x 10-3 1.52 x 10-2 1.20 x 10-3 1.64 x 10-2 1 9 x 10-* 5.59 x 10-3 - 5.59 x 10-3 l 4 x 10-3 3.60 x 10-2 - 3.6 0 x 10-2 3 5 x 10-4 1.67 x 10-3 - 1.67 x 10- 3 l 5x 10-3 1.56 x 10-2 - 1.56 x 10-2 l 1x 10-6 9.9 2 x 10-5 - 9.92 x 10-5 7x 10-3 1.80 x 10-2 2.00 x 10-2 4.40 x 10-2 4 6x 10-3 1.14 x 10-2 - 1.14 x 10-2 g 0x 10-3 4.20 x 10-2 4.8 0 x 10-2 9.00 x 10-2 l 2 x 10-* 7. 3 5 x 10-3 - 7.35 x 10-3 l 0x 10-3 1. 4 0 x 10-2 - 1,40 x 10-2 g 6x 10-5 6.20 x 10-* -
- 6. 2 0 x 10-
- l 7x 10-3 1. 58 x 10-2 -
1.58 x 1&-2 l 9x 10-5 1. 9 3 x 10-* 2.0 0 x 10-3 2.19 x 10-3 l 02 x 10-3 1.21 x 10-2 - 1.21 x 10-2 3 9x 10-3 1.17 x 10-2 - 1.17 x 10-2 l 7x 10-6 9.55 x 10-5 - 9.55 x 10-5 l 3x 10-5 6.39 x 10-* 8.00 x 10-3 8.64 x 10-3 l 0x 10-4 1.29 x 10-3 1.8 0 x 10-2 1.93 x 10-2 4 9x 10-7 3.2 2 x 10-6 - 3.22 x 10-6 6x 10-6 7.17 x 10-5 - 7.17 x 10-5 1 7x 10-3 4.28 x 10-2 - 4.28 x 10-2 l 4x 10-5 6.40 x 10-* - 6.40 x 10-* I 7x 10-5 1.80 x 10-* - 1.80 x 10-* 8x 10-5 3.21 x 10-* -
- 3. 21 x 10-* l 9x 10-6 1. 9 3 x 10- 5 -
1.93 x 10-5 l 3x 10-* 4.56 x 10-3 - 4.5b x 10-3 4 3x 10-* 2.6 2 x 10-3 - 2.62 x 10-3 l 5x 10-5 1.78 x 10-* - 1.78 x 10-* l 5x 10-* 6.09 x 10-3 - 6.09 x 10-3 l 5x 10-* 4.79 x 10-3 - 4.79 x 10-3 1 8x 10-* 2.24 x 10-5 2.8 0 x 10-3 2.83 x 10- 3 J F7 x 10-7 8.37 x 10-6 - 8.37 x 10- 6 10 x 10-6 2.26 x 10-5 4.00 x 10-3 4.02 x 10- 3 l @4 x 10-5 1.12 x 10-* - 1.12 x 10-
- l T7 x 10-* S.35 x 10-3 -
5.3 5 x 10-3 l 70 x 10-3 1.83 x 10-2 - 1.83 x 10-2 l p3 x 10-7 5. 8 5 x 10-6 - 5.85 x 10- 6 39 x 10-6 2.68 x 10-5 - 2.c8 x 10-5 hev. 3, 03/82 l [
/
t
I LGS EROL l IABLE 3.5-3 EQUI PhlNT CHEMICAL FLOOR DFAli. DRAIN DRAIN _ SU BS YS T Eli 30ES YS T Eel SUBS YS T E A ISOTORE 1.88 x 10-6 6.27 x 10-e 5, Ru-103 4.01 x 10-6 Ru-105 4.34 x 10-5 5.24 x 10-5 2.09 x 10-7 9. Ru- 10 6 6.11 x 10-7 2.85 x 10-7 - 8. Ag- 110m 2.04 x 10-7 9.53 x 10-8 - 2. Te-129m 8.02 x 10-6 3.78 x 10-6 1. 2 5 x 10- 7 1. Te-131m 1.25 x 10-5 7.66 x 10-6 1.02 x 10-7 2. T e- 132 1.68 x 10-6 8.73 x 10-7 1.96 x 10-a 20 Ba-139 3.07 x 10-5 4.02 x 10-5 1.25 x 10-7 70 Ba-140 7.76 x 10-5 3.73 x 10-5 1.14 x 10-* 1c Ba- 141 1.64 x 10-7 1.47 x 10-7 - 30 Ba- 14 2 3.13 x 10-9 2.08 x 10-S - 50 La- 14 2 2.20 x 10-5 2.90 x 10-5 9.28 x 10-e 50 Ce-141 6.49 x 10-6 3.01 x 10-6 1.02 x 10- 7 9c Ce-143 3.92 x 10-6 2.34 x 10-6 3.33 x 10-e 6c Ce- 14 4 6.11 x 10-7 2.85 x 10-7 - 9c P r- 14 3 7.97 x 10-6 3.77 x 10-6 1.21 x 10- 7 1c Nd- 14 7 5.78 x 10-7 2.78 x 10-7 - 8c W-187 3.35 x 10-5 2.17 x 10-5 2.47 x 10- 7 5 Np-239 1.09 x 10-3 5.91 x 10-* 1.15 x 10-5 1 OTHERS( 3) 2.24 x 10-* 1.76 x 10-6 2.12 x 10-6 4c TOTAL 1.94 x 10-2 1.12 x 10-2 2.02 x 10-* 3c H-3 (t) Estimated releases are based on N UREG-0016, Eev 0, GALE C (2) Increased the calculated LWS release by 0.15 Ci/yr per r4l Cd1Culated LWS releases to account for anticipated operai ( 3) Activity of daughter products resulting trom radioactive l accumalation period.
=
1 l l 1 (Page 2 of 2) l $ont'd) LAUNDhY LWS ADJ UST ED DhhlN P1kEL_ __ 19EL!28 ._E.VMi.MiIE_ _ TOEL i %x 10-6 b.34 x 10-5 2.80 x 10-* 3.43 x 10-* i 8x 10-5 1.03 x 10-3 - 1.03 x 10-3 l @. 10-7 9.65 x 10-6 4.8 0 x 10-3 4.81 x 10-3 9x 10-7 3.22 x 10-6 8.80 x 10-* 8.83 x 10-* 8x 10-5 1.27 x 10-4 - 1.27 x 10-4 l '2 x 10-5 2.18 x 10-* - 2.18 x 10-* l 2.75 x 10-5 - 2.75 x 10-5 l )5 x 10-* 7.64 x 10-* 9 x 10-5 7.64 x 10-* - l 5x 10-* 1.24 x 10-3 - 1.24 x 10-3 1
- 1 x 10-7 3.35 x 10-6 -
3.35 x 10-* 1x 10-5 5. 61 x 10-8 - 5.61 x 10-8 0x 10-5 5.49 x 10-4 - 5.49 x 10-4 l 1x 10-* 1. 0 2 x 10-* - 1.02 x 10-* l 6x 10-6 6.74 x 10-5 - 6.74 x 10-5 l 6x 10-7 9.76 x 10-6 - 9.76 x 10-6 8x 10-5 1.27 x 10-* - 1.27 x 10-4 l 6x 10-7 9.22 x 10-* - 9.22 x 10-* 2 x 10-5 5.95 x 10-* - 5.95 x 10-* l Hx 10-3 1. 81 x 10-2 - 1.81 x 10-2 l >2 x 10-* 4.32 x 10-3 1.00 x 10-2 1.43 x 10-2 '8 x 10-2 3.31 x 10-1 1.26 x 10-1 4.57 x 10-1 l 1.1 x 10+1 bde evaluation ctor using the same isotopic distribution as the onal occurrences that result in unplanned releases. ccay of the influent isotopes during the i ___- - ______________ __-- I Rev. 3, 03/82 (
/
s L._ .
LGS E) l L TABLE 3 AVERAGE DAILY INPUTS AND ACTIV1'1IES TO Tile LI
---_ - =
i i l SOU9CS i i Floor Drains a Drywell
, Reactor Enclosure Turbine Enclosure - condensate pump area
- backwash area Radwaste Enclosure TOTAL Jggipment __ Drains Drywell Beactor Enclosure Turbine Enclosure - condensate pump area 1 - backwash area aadwaste Enclos ure TOTAL Recant Water RWCU phase separator
- i Condensate phase separator i Centrifuge etfluent TOTAL I
Chemical Wastes
.i i Lab drains Chemical lab drains TOTAL Iggndry Dra ins 4
r (t) These values are taken directly from NUREG-16 (April 1976
==
- . [x_;
i I i i
+ ____ -- . _.
th I PI i ID WASIE MANAGEMENI SYSTEM FROM TWO UNIIS f AVERAGE DAILY INPUT FRoci TWO PRIMARY COOLANT UNITS IN NOkMAL ACTIVITY FRACTION QfERATIONC1) Dal) __ (EA) 1400 1. 0 4000 0.01 1000 0. 01 3000 0.01 1000 0. 01 10400 0. 14 3 6800 1. 0 7440 0. 01 2000 0.01 39 20 0.01 1060 0. 01 21220 0.327 r 600 0.002 11600 0.0002 3 5360 0.002 l 17560 0.0008 l 1000 0.02 200 0. 02 1200 0.02 900 - l ___ ___ ___ l Rev. 3, 03/82 l l
/
P LGS EROL O TABLE 3.5-8 EXPECTED HOLDUP TIMES FOR COLLECTION, PROCESSING, AND DISCHARGE USED FOR EVALUATION OF RADIOACTIVITY RELEASES HOLDUP TIME . PROCESS SUBDIVISION (days) Floor drain Subsystem , i Collection 1.616 Processing 0.042 ! Sampling 0.042 i Total 1.700 l Equipment' Drain Subsystem Collection 0.519 l Processing 0.050 : Sampling 0.042 ! Total 0.611 ; Chemical Drain Subsystem (a) l f Collection 5.000 Processing 0.063 l ! Sampling 0.042 Total 5.105 l Laundry Drain Subsystem Collection 1.000 Processing 0.025 Sampling 0.042 Total 1.067 I (1) Holdup times shown for the chemical drains subsystem are based on processing via the floor drain subsystem (Section 3.5.2.3). O Rev. 3, 03/82 l
\ LGS EG 1
l TABL E 3. 9 LIQUID WASTE MANAGEdENI SYS{
=__ _
c l l A. TAND 1 DESIGN . PRESSURE / TEMP. l QUAN11 U (Mg/0 F) TYPE Equipment drain , collection tank 1 Atmos /212 Vert cy1l 1 Equipment drain sample tanks 2 Atmos /212 Vert cyl Equip. drain surge tank 1 Atmos /212 Vert cyl Floor drain collection tank 1 Atmos /212 Vert cyl Floor drain sample tank #1 1 Atmos /212 Vert cyl Floor drain sample tank #2 1 Atmos /212 Vert cyli Floor drain surge tank 1 Atmos /212 Vert cyl Chemical waste tank 1 Atmos /212 Vert cyl. Evaporator feed tank (1) 1 Atmos /212 Vert cyl Evaporator distillate sample tank (1) 1 Atmos /212 Vert cyl. Laundry drain tanks 2 Atmos /212 Vert cyl' Laundry drain sample tank 1 Atmos /212 Vert cyl Backwash air accumulator 1 125/110 Vert cyl Precoat tank 1 Atm/ Ambient Cyl Resin funnel 2 Atm/ Ambient Con cyl 4 t i
) <
EL 09 (Page 1 of 3) EM COdPoliEI4T PARAME1 ERS w. CAPACITY, EACH M AT ER IAL _ [ gal) DLAM/ HEIGHT CS 25,000 20 ft/11 f t Alum. 25,000 16 ft/17 ft CS 75,000 32 ft/13 ft CS 21,000 15 ft/16 ft CS 21,000 15 ft/16 ft Alum. 21,000 15 ft/16 ft CS 75,000 32 it/13 ft SS 7500 10 ft/13 ft CS 7500 11 ft/10.5 ft l Alum. 7500 11 ft/10 ft i CS 1000 5.5 f t/6 f t CS 2000 7 ft/7 ft CS 90 ft3 4 f t/6.75 f t CS 600 6 ft/4 ft CS 3 ft3 1. 5 f t/ 3. 5 f t l he v. 3, 03/82 l ( {
g----- - _ _ _ _ - - _ _ _ LGS TABLE 3. B. E2M22 RATE QMbHTITY TYPE M Equipment drain 1 Vert inline 2 collection tank pump centritugal Equipment drain sample ., 2 Vert inline 2 tanks pumps centrifugal
,Veht~inline
~
Equipment drain surge 1 2 tank pump cen trif ug'al Vert inline 2 Floor drain collection 1 tank pamp cen trif ugal Floor, drain sample 1 Vert inline _ 2
" centrifugal tank $t pump s
' Flocs' drain sample 1 Vert inline 2!
tank 62 pump, centrif ugal
- Floor drain surge tank 1 Nnct inline 2 pump centrifugal
( 4 Chemical waste tatA ~ 1
- Ver t inline '2 pump centrifugal Evaporator feed tank 2 Ver t it.line pumptt) centrifugal dvaporator distillate 1 Vert inline ,
sample tank pump (1) centrifugal Laundry drain tanks pumps 2 Vert inlAne ( centrifugal Laundry drain s.3mple 2 Vert inlirte c- tank pump , centritugal
- Equipment d raint filter 1 Horiz centrif nolding pump . ,
% . Floor drain filter 1 floriz centrif > holding' pump Precoat pump 1 lioriz centrif o s
L k k l s 7 s
' . A q w -
k I % m _ _ _ _ _ _ _ _ _ __s % .
9 i raot I i-9 (Cont ' d) (Page 2 of 3) DESIGN I FLOW HATED lie AD, TDii EATED POWER P dESS UR E/T EMP. E l._ _ _ ____ __ _f f tI ___l112). - I CS iG/* fI 10 250 40 150/140 10 180 25 150/140 10 220 30 150/140 SO 250 40 150/140 B0 710 15 150/140 B0 180 25 150/140 B0 220 30 150/140 00 70 7.5 150/140 20 25 1 150/140 1 50 130 7.5 150/140 I 25 105 5 150/140 10 b5 2 150/140 87 60 3 245/155 37 60 3 245/155 88 75 20 150/155 Rev. 3, 03/82 l 1
LGS ER@ TABLE 3.5-9 C. PROCESSING EQUI PMEN T TYPE M AT ERI OUANTITY DI AM/HEIG HT TY PE /NU. i I Equipment and floor 2 Pre coat type SS wire drain filters 3 ft/7 ft elemen Equipment and floor 2 Mixed bed Effecti drain demineralizers 6 ft/6 ft volume bed = 8 Dadwaste evaporator-reboiler skids with control panels:(1) Evaporator 2 Single-ef fect, Shell: 2-pass, horiz 304L og tube forced seamles
' circulation Watur G ' (HT FC) piping:
Skid dimensions: 12 ft x 12 ft x 21 ft Reboiler 2 2-pass horiz. Shell: U-t:tbes Tubes: 4.fjtt/11tt seamles Laundry drain filter 1 Shell: Vert Shell: cyl 8.6 ine/ 46 in. Cartridge: Cart rid
" Epoce l-3 0" Epoxy i 6 in./32 in. nate d c of 49 a
(*) Installation of these components associated with the chen will not be completed for initial plant operation (see Se
\
i i
I i
>L \
\
6 (Cont ' d) (Page 3 of 3) DESIGN sL HATED FLvW, EACH EQUIPMENT PR ESS UR E/ TEMP. hh fug1_____ __ PAB M ET E R fpsigi'F1 mech 280 Filter area: 150/235 79 0 27 5 f t2 o resin 280 Resin bed depth: 150/235 f cach 3 ft min ft3 5 ft max l 5 20 Vol. reduction 15/155 316L to 105 of original tubing volume: decontar. steam factor of 104 CS S Shell: 11,100 Heat transfer 50/300 S 304L lb/hr area: 386 ft* 250/405 Tube: 12,500 lb/hr BS 25 Filter area: 75/250 48 fta 0:
. preg-
- llulose Scrona I
'6cci wrote subsystem ' l l Stlon 3.5.2.3). _______ _____ __ l 2_________ Tsev. J, 03/82 l
)
r i l -
LGS EROL TABLE 3.5-10 DECONTAMINATION FACTORS USED FOR EVALUATION OF RADIOACTIVITY RELEASES (*) CESIUM AND EQUIPMENT IODINE RUBIDIUM OTHERS Equipment drain filter /deminca) 10 2 10 Equipment drain demineralizer 100 10 100 Floor drain filter / demi'n(2) 10 2 10 Floor drain demineralizer 100 2 100 l RWCU filter demineralizer 10 2 10 Condensate filter demineralizer 10 2 10 Laundry drain cartridge filter 1 1 1 () (2) The values are taken from NUREG-16, Table 1-3 (April 1976). ca) Powered resin is used to precoat the filter /demin, DF value of powdex is used here. I O Rev. 3, 03/82 l
I [ LGS I TABLE
.~s SOLID WASTE MANAG AVERAGE BATCH FREQUENCY FOR MAXIMUM BATCH NORMAL OPERATION FREQUENCY FOR VOLUME STR EAM OF BOTH UNITS ONE UNIT ( 2 ) BATCH No.(1) (no. batches /no. days) (1/ day) (qal) 21 2/6.8 2/1 1100 22 4/6.8 2/1 1100 23 1/60 -
5600 24 7/10 4/1 9000 25 7/ 10 4/1 9000 26 1/14.3 - 13000 27 1/125.8 - 1500 28A(3) 1/0.69 - 1925 28B(3) 1/1.1 - 1925 28C(3) 1/5 - 1965 29 1/25.8 - 1500 30(5) 1/2.5 - 12800 31AC*) 1/60 - 51 31BC+8 1/14.3 - 240 31CC * )( 5) 1/ 2. 5 - 31 (1) Refer to Figure 3.5-3 for location of stream numbersc (2) Maximum . condition is assumed to happen 30 days per ye condensate filter /demineralizer system. (3) 28A is floor drain filter backwash 28B is equipment drain filter backwash 28C is fuel pool cleanap filter backwash (*) 31A is RWCU sludge 31B is condensate sludge 31C is waste sludge (s) Batch f requencies, volumes, and activity concentratic chemical waste processing via the floor drain subsyst F k
BROL l } I,5-11 l k CMENT SYSTEM FLOWS NORMAL MAXIMUM PEP. ACTIVITY ACTIVITY FLOWRATE CONCENTRATION CONCENTRATION (qpm) I uCi/cc) i pCi/cc) l By gravity 35.8 1110 l By gravity 35.1 1100 j 20 20.2 91.8 l By gravity 1.1 26.6 l 450 1. 0 26.4 l 20 0. 7 5.1 By gravity 0.25 4.61 j By gravity 0.020 0.74 j By gravity 0.85 6.66 l By gravity 0. 0 96 2.61 j By gravity 0.025 0.66 l 20 0.069 2.33 j t3 By gravity 293 1340 ) t3 By gravity 4.97 37.4 l t3 By gravity 4.43 149 l 1 nr per unit for the RWCU system and l i ha are based on l
- m (see Sect 1on 3. 5. 2. 3) bh ,
Rev. 3, 03/82 l { (
LGS TABLE EXPLCT ED BADIONUCLIDE INVENTORIES OF SC CONDENSATE LWCU DACKWASil EWCU BACn WASil , UUC LI DE RECEIVING TUK PHAS E SEp3f3TOh RECEIVING TNK J l Br-83 2.41x10-1 8. 79 x10- 1 1.47x10-1 i Br-84 6. 84 x 10- 2 1. 7 7 x 10- 1 3.52x10-2 Br-85 4.63x10-* 1. 8 2x 10- 5 2.94x10-3 I-131 1.87x10+1 1.67x10+2 1.56x10+1 I-132 2.27 8.26 1.39 1 I-133 1.66x10+1 6.60x10+1 1.06x10+1 I-134 1.74 5.33 9. 74 x 10- 1 I-135 5.02 1. 94 x 10+ 1 3. l6 R b- 89 2.57x10-2 4.19 x 10- 2 S. 25 x 10-
- Cs- 134 1.48x10-1 5.11 6. 97 x 10- 3 Cs-136 8.37x10-2 1.09 3.65x10-3 Cs-137 3.47x10-1 1.22x10+1 1.63x10-2 Cs-138 1.39x10-1 3. 61 x 10- 1 3. 58 x10-3 Na-24 5.58 2.20x10+1 1. 77 x 10- 1 P-3 2 S.43x10-1 1.13x10+1 3. 68 x 10- 2 C r-51 2.28x10+1 4.54x10+2 1.03 Mn-54 2. 95 x 10- 1 9.81 1.38x10-2 Mn-56 4.56 1.66x10+1 1, 39 y 10- 1 Fe-55 4.96 1.71x10+2 2. 3 4 x 10- 1 Fe-59 1.41x10-1 3.45 6. 49 x 10- 3 Co- 58 9.58x10-1 2.64 x10+ 1 4.43x10-2 Co- 60 1.98 6.93x10+1 9. 31 x10-2 Ni-63 4.96x10-3 1.75x10-1 2.33x10-*
Ni-65 2.72x10-2 9. 94 x 10- 2 8.31x10-* Cu-64 1.61x10+1 6.31x10+1 5.18 x 10- 1 Zn-55 9.81x10-1 3.21x10+1 4. 59 x10-2 Zn-69 6. 99 x 10-2 2.19x 10- 1 1.97x10-3 Sr-89 4.78x10-1 1.22x10+1 2.20x10-2 Sr-90 2.98x10-2 1.05 1.40x10-3 S r- 91 1.56 6.10 4.93x10-2 Sr-92 9.67x10-1 3.55 2.96x10-2 Y-91 3.02x10-1 8.21 1.41x10-2 Y-92 1,79 6.94 5.63x10-2 Y-93 1.67 6.53 5. 28 x10- 2 Zr-95 3. 35x 10-2 9. 07x 10- 1 1.54x10-3 Zr-97 3. 54 x 10- 3 1. 4 0 x 10- 2 1.12x10-4 N b- 95 3. 46 x 10-2 1.12 1.62x10-3 Nb-98 1. 00 x 10- 1 3.06x10-1 2. 80 x 10- 3 Mo- 99 4.71 2.30x10+1 1.68x10-1 Tc-93m 8.74 3.d3x10+1 2.94x10-1 Tc- 101 4.08x10-1 6. 06 x 10- 1 7.95x10-3 Tc-104 5.24x10-1 9. 71 x 10- 1 1.14x10-2 I L t ._ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . - _ . _ _ _ _ _ . _ _ _ _
I GROL l y 3.5-12 (Page 1 of 2) l ID WASTE HAhAGEMENT SY STE3 CDMPOWENTS t a 3 CONDENS AT E P LOOh DB AIN EQUIP. DH AIN WASTE SPENT R ESIN TN K _S_ P E N T BESIN ThK SLUDGE TANK C2 ) WASE S H M MOR
. 37x 10- 8 1.55x10-* 2. 4 5 x10-
- 3.33x10-3 l
.59x10-i 1.16x10-5 1. 86 x10- 5 4.98x10-4 4 .02x10-6 5.98x10-e 9.62x10-8 1.8 4x 10-5 l .72x10*2 1.56x10-2 1. 47 x 10- a 3.48x10-1 l .80 1.39x10-J 2. 27 x10- 3 3.05x10-2 l .34x10+1 2.76x10-2 4. 87x10-2 4.99x10-1 l .22 4.42x10-* 7.11 x10-
- 1.43x10-2 l
.13x10+1 7.05x10-3 1. 02 x10- 2 1.20x10-a g . 4 9 x 10- 3 7.39x10-r 1. 94 x10- s 1.07x10-* 3 . 3 8x 10- 1 1.09x10-3 4. 21 x10- 2 1.34x10-3 g . 91x 10-2 3. 91 x 10-
- 4. 59 x 10- 3 8.20x10-* l
.26x10-1 2.56x10-3 1.04x10-1 3.12x10-3 l .63x10-2 6. 61 x 10-
- 1. 74 x 10-
- 5.64x10-* l
.22 9.64x10-3 1. 52 x10-2 1.67x10-1 l
. 03x10-1 6.54x10-* 1.05x10-2 1.48x10-2 l
. 6 6x 10 + 1 1.68x10-2 4. 95 x10- 1 3.85x10-1 !
' .71x 10-1 2.07x10-* 1. 70 x10- 2 4.79x10-s g
.92x10-1 3.11x10-3 4. 89 x10- 3 6.55x10-2 l .63 - - -
l
.13x10-1 1.02x10-* 4. 36 x10- 3 2.35x10-3 l
- .13x10-1 6.84x10-* 3.75x10-2 1.57x10-2 l
.85 1.39x10-3 1. 28 x10- 1 3.21x10-2 l . 67x 10- 3 3.47x10-6 3. 27 x10-
- 8. 0 2x 10-5 l
. 31x10-3 1.85x10-5 2. 9 0 x10- 5 3.89x10-* l C. 6 2 - - - l
. 95x10-1 6.90x10-* 5. 4 8 x10- 2 1.59x10-r g .0 8x 10-2 3.03x10-a 3. 09 x10- 5 5.76x10-* l 8 .91x 10- 1 3.44x10-* 1. 6 0 x10-2 7.90x10-3 l . 6 0x 10-2 2.08x10-5 1.95x10-3 4.82x10-* l . 37x 10- 1 2.55x10-3 3. 7 2 x10- 3 4.30x10-2 l 1.9 0 x 10- 1 6. 91x 10-
- 1. 08 x10- 3 1.43x10-2 l P.58x10-1 2.05x10-* 1.10 x10- 2 4.81x10-3 l 3.8 2 x 10- 1 2.19x10-3 3. 27 x10- 3 3.89x10-2 l 3.61x10-1 2.77x10-3 4. 0 3 x10- 3 4.68x10-2 l 2.81x 10-2 2.39x10-5 1. 26 x10- 3 5.52x10-* l D. 7 7x 10-
- 6.06x10-6 9. 9 6 x 10-
- 1.07x10-* l 3.18x10-2 2.42x10-5 1. 7 4 x10- 3 5.60x10-* l 1.4 9x 10-2 2. 51x 10- 5 4.03x10-5 8.21x10-* l 1.28 5.17x10-3 1. 9 3 x10- 2 1.08x10-1 l 2.12 1.00x10-2 2. o 6 x10- 2 2.01x10-1 l 2.06x10-2 4.00x10-5 c. 44 x10- 5 3.13x10-3 l 3.69x10-2 5.93x10-5 9. 53 x 10- 5 3.81x10-3 l hev. 3, 03/82 l )
)
LG S ( TABLE 3.5-CGNDENSAIE RWCU BACKWASli RWCU EACKKASH NUCLIDE RECEIVItJG TNK PilAS E SE PAlf ATO L RECEIVING Tf;K P Ru- 10 3 9.33x10-2 2.16 4.26x10-3 7 Ru- 10 5 3. 3 4 x 10- 1 1.27 1.04x10-2 6 H u- 10 6 1.48x10-2 4. 9 7 x 10- 1 6.94x10-* 1 Ag-110m 4.91x10-3 1. 61 x 10- 1 2.30x10-4 4 Te-129m 1.85x10-1 4.04 8.44x10-3 1 Te-131m 1.24x10-1 5. 0 7 x 10- 1 4.05x10-3 2 Te-132 2. 58 x 10- 2 1. 34 x 10- 1 9. 49 x 10-
- 7 Ba-139 4. 46 x 10- 1 1.51 1. 31 x 10-2 7 Ba-140 1.65 2.06x10+1 7.10x10-2 9 Ba-141 6.56x10-2 1. 21 x10- 1 1.42x10-3 4 Sa-142 1.8Sx10-2 2.10x10-2 3.16x10-* 6 La- 14 2 2. 67 x10- 1 9. 9 7 x 10- 1 8.57x10-3 5 Ce-141 1.50x10-1 3.23 6. 86 x 10- 3 1 Ce- 14 3 4.09x10-2 1. 68 x10- 1 1.33x10-3 9 Ce-144 1.47x10-2 4. 89x 10- 1 6. 92 x 10-
- 1 P r- 14 3 1. 76 x10- 1 2.33 7.74x10-J 1 Nd- 14 7 1. 20 x10- 2 1. 36 x 10- 1 5.18 x 10- 4 6
(~~ W- 18 'r 3. 00 x 10- 1 1.20 9. 62 x10- 3 6 ( N p-239 1.47x10+1 6.78x10+1 5.14x10-1 3 OTilERS( 3) 3.20 3. 2 9x 10+.1 1.14 x 10- 1 1 Totai 1.49x10+2 1.43x10+ 3 3. 57 x ? O+ 1 3 (1) Activity inventories are given in curies. (2) Activity inventory is based on chemical waste processing floor drain subsystem (see Section 1 1. 2. 2.1. 3) . ( 3) Activity of daughter products resulting irom radioactive or the infiuent isotopes during the accumulation perio d. t I t u
th0L l
\, >12 (Cont
- d) (Page 2 of 2) 1 CON DENS AT E FLOOH DEAIL EQUIP. DRAIN WAST E 3ASE S EfAh AToh S PENT RESIy_Tyg SPENT EgSIy_Igf S LU DG E TAN K C 2 )
,3 2x 10-2 6.77x10-5 2. 62x10- 3 1.55x10-3 l ,9 2x 10-2 3.61x10-* 5. 39 x10-
- 6.58x10-3 l
,36x10-2 1.04x10-s 6. 7 3 x 10-
- 2.40x10-* l
,49x10-3 3.45x10-6 2.76x10-* 7.98x10-5 1 .41x10-1 1.35x10-* ,
- 4. 69 x10- 3 3.10x10-3 l
,8 2x 10-2 1.85x10-* 3. 97 x 10-
- 3.54x10-3 i
'49x10-3 2.69x10-5 1.14x1&-* 5.71x10-* l 77x10-2 1.72x10-* 2. 7 6 x10-
- 4.49x10-3 1 46x10-a 2.94x10-3 1. 8 9 x 10- 2 2.94x10-2 l 62x10-3 8.17x10-7 1.19x10-5 4.76x10-* l 27x10-4 1.80x10-7 2.64x10-6 1.56x10-* l 18x 10-2 1.36x10-5 1.98x10-* 3.08x10-3 l 14x 10- 1 3.49x10-* 3.57x10-3 2.47x10-3 l 37x10-3 2.20x10-5 1.33x10-* 1.13x10-* l 35x10-2 4.14x10-5 8. 4 4 x10-
- 2.40x10-* l 05xiG-1 3.27x10-* 2.15x10-3 3.07x10-3 l 49x10-3 2.01x10-5 1. 2 2 x10-
- 2.17x10-* l 68x10-2 1.39x10-* 9.09x10-* 8.86x10-3 l 78 1.03x10-2 5. 6 3 x10- 2 3.5ax10-1 l 350 1.56x10-2 9.92x10 2 2.98x10-1 l 27x10+2 1.45x10-1 1.41 2.92 l 1
l via the 1 i dccay l 1 I Bev. 3, 03/82 l l l E
FROM CHEM ' WASTE TANK 1r I DRYWELL & REACTOR ENCL SUMPS UNIT 1
- C LECTION TK )
DRYWELL & REACTOR ENCL SUMPS UNIT 2 , TURBINE ENCL SUMPS UNIT 1 TURBINE ENCL SUMPS UNIT 2 FLOOR ORAIN 1 2 FILTER COND REFUEllNG TK DIKE SUMP RADWASTE & OFFG AS ENCL SUMP EQUIP DRAIN SAMPLE TK RECYCLE , FLOOR DRAIN SURGE TK [) [j3\.
' TO VASTE
--+- TO EVAPORATOR TK ORYWELL & RE ACTOR ENCL SUMPS UNIT 1 DRYWELL & RE ACTOR ENCL SUMPS UNIT 2 o STE AM LINE DRAIN UNIT 1 STEAM LINE DRAIN UNIT 2 EQUIP DRAIN g TURBINE ENCL SUMPS UNIT 1 TURBlNE ENCL SUMPS UNIT 2 COLLECTION TK [)
RADWASTE & OFFG AS ENCL SUMPS COND S ORA E TK OVERFLOW & EQUIP DRAIN FILTER _ FLOOR DRAIN SAMPLE TK NO.1 RECYCLE RWCU PH ASE SEPAR ATOR DEC ANT COND PHASE SEPARATOR DECANT EQUIP DRAIN SURGE TK [) REACTOR WELL SEAL RUPTURE DR AIN --*- TO WASTE UNIT 1 g RE ACTOR WELL SE AL RUPTURE DRAIN UNIT 2 ( COMMON SPENT FUEL CASK WASHDOWN LAUNDRY DRAIN TK OVERFLOW l CHEMit LAUNDRY DRAIN SAMPLE TK OVERFLOW l RWCU F/D DECON B ACKWASH UNIT 1 RWCU F/D DECON BACKWASH UNIT 2 " l REACTOR ENCL WASHDOWN EL 253 YNIT 1 l REACTOR ENCL WASHDOWN EL 253 UNIT 2 12 : EVAPORATOR FEED TK - SPENT FUEL CASK STORAGE PIT 11 CHEMICAL WASTE TK ) l FLOOR DRAIN FILTER DECON BACKWASH EQUIP DRAIN FILTER DECON BliCKWASH g
' w. F/D DECON BACKWASH PCCOAT TANK DECON BACKW.%i l CNDS F/0 DECON BACKWASH UNIT 1 l CNDS F/D DECON BACKWASH UNIT 2 l
RECW SYSTEM DR AIN UNITS 1 & 2 TECW SYSTEM DR AIN UNITS 1 & 2 L.__ __ __ HDT MAINT SHOP AREA SUMP DRYWELL CHILLED WATER DRAIN UNITS 1 & 2 CONTROL ROOM CHILLED WATER DRAIN > LAUNDRY DRAIN TK ) COND F/D CELL COOLING C0ll DRAIN UNITS 1 & 2 LAUNDRY DRAIN
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FILTER RE ACTOR ENCL PERSONNEL SHOWER UNITS 1 & 2 , 17 y LAUNDRY DRAIN l RA0 WASTE ENCL PERSONNEL SHOWER '
+ LAUNDRY DRAIN TK )
L; c' STREAM NUMBERS REFLECT B ATCH PROCESSING OF CHEMICAL WASTE Vln THE FLOOR DRAIN SUBSYSTEM
' INSTALLATION OF THIS PORTION OF THE CHEMICAL WASTE SUBSYSTEM WILL NOT BE COMPLETED FOR INITIAL PLANT OPERATION.
\
l 1 FLOOR ORAIN S 0.1 ) > TO COND STORAGE TK p : FLOOR ORAIN DEMIN 4 *" FLOOR ORAIN SAMPLE TK NO. 2 ) 5 j 3 AN /K 3LUDGETK L TO FLOOR ORAIN Sl'ENT RESIN TK
- BLOWOOWN LINE TO COOLING TOWER EQUIP DRAIN LUlPMENT DRAIN SUBSYSTEM * )
SAMPLE TK
; EQUIP DRAIN DEMIN TO CONO STORAGE TK j ,
EQUIP ORAIN SAMPLE TK l
)
EUOGE TK l TO EQUIP ORAIN SPENT RESIN TK !AL WASTE SUBSYSTEM * *B OWOO N L NE ! RA0 WASTE EVAPORATOR l
) l l /
EVAPORATOR OlSTILLATE SAMPLE TK () l
\ g RA0 WASTE I
() EVAPORATOR + TO CONO STORAGE TK l l
' TO EVAPORATOR CONCENTRATE STORAGE TK !
_______________________________________a
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LAUNDRY ORAIN 19 20 TO COOLING TOWER BLOWOOWN
/ \ SAMPLE TK f j> LIMERICK GENERATING STATION UNITS 1 AND 2 huNDRY DRAIN SUBSYSTEM ENVIRONMENTAL REPORT NOTE: INFORMATION ON STREAM NUMBERS LlOUlD WASTE MANAGEMENT IDENTIFIED BY IS GIVEN IN FSAR SUBSYSTEM TABLE 11.2 2 l
FIGURE 3.5-1 REV. 3/3/82
., RWCU PH ASE SEPARATOR l RWCU F/D VENT RWCU BACKWASH RWCU PREC0AT TK DRAIN RECEIVING TK RWCU STRAINER BACKWASH / 2 \
UNIT 1 RWCU F/0 BACKWASH RWCU PHAS
- SEPARAT0i RWCU F/D VENT /\ RWCU BACKWASH RWCU PREC0AT TK DRAIN 21 RECEIVING TK RWCU STRAINER SACKWASH UNIT 2 M RWCU F/D BACKWASH CONDENSA1
' PHASE SEPARA L
CONDESATE COND F/D BACKWASH BACKWASH - b
/ 25 g COND F/D PREC0AT TK / RECEIV!NG TANK UNIT 1 l
CONDENSA1 PHASE SEPARN l A
+ FROM Ent!'P DRAIN DEMIN p EQUIPMENT DRAIN SPENT RESIN TANK C
FROM FPCC PREC0 AT TK FROM FLOOR DRAIN FILTER BACKWASH r WASTE SLUDGE FROM EQUIP DRalN \ l FILTER BACKWAid j FPCC F/D B ACKWASH FROM FLOOR DRAIN DEMIN / 29 SPENT RESIN TANK s l (_-_-_____-_______________________c - I l FROM RADWASTE EVAPORATOR m EXTERN AL PRi EVAPORATOR 7 \ STATid l CONCENTRATE FROM CHEMICAL STORAGE TK I WASTE TANK I 4 i L________________________________c
- INSTALLATION OF THIS PORTION OF THE SYSTEM WILL NOT BE C0f.iPLETED FOR INITIAL PLANT OPERATION (SEE SECTION 11.2.2.1.3)
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ . _ _ . . _ _ ______]
\
\
_ TO EQUIP DRAIN
' COLLECTOR TANK d/\ + CENTRIFUGE f
Ag31
"' U "
CO TA E TY I 1 TO EQUIP DRAIN 3 s COLLECTOR TOR - TK
- CENTRIFUGE > HIG NT GR TY
- - j TOR FROM UNIT 2 CONDENSATE PHASE SEPARATORS
# \
7ANK >___q l ESSING l l l l 1 ___a LIMERICK GENERAT!NG STATION UNITS 1 AND 2 ENVIRONMENTAL REPORT l FLOW DIAGRAM OF THE SOLID / R ADWASTE SYSTEM l ( FIGURE 3.5-3 REV. 3, 3/82 r
l l l LGS EROL w OUESTION E240.3 (Section 2.4.2) Table 2.4-7 and Figure 2.4-5 apparently have been based on records Ahrough 1967. We understand other incidents of low flow have occurred which may alter estimates of the low flow frequency characteristics of streams in the site region. Accordingly, discuss the low flow characteristics of the Schuylkill River, Perkiomen Creek, and the Delaware River at Trenton through 1980. RESPONSE r Sections 2.4.2.2 and 2.4.2.3 have been changed to include the low flow characteristics through 1980. Without prejudice to the Applicant's position that the NRC has no jurisdiction to independently consider these matters, information is also provided for_the Delaware River at Trenton. l i l () i I i i l t [ E240.3-1 Rev. 3, 03/82 l
LGS EROL i QUESTION E240.22 (Section 2.4.2) Descriptions of floodplains, as required by Executive Order 11988, Floodplain Management, have not been provided. The definition used in the Executive Order is: Floodplain: The lowland and relatively flat areas adjoining inland and coastal waters including floodprone area:1 of of fshore islands, including at a minimum that are subject to a one percent or greater change of flooding in any given year.
- a. Provide descript. ions of the floodplains adjoining the Schuylkill River, 'erkiomen Creek, East Branch Perkiomen Creek, and the Delaware River adjacent to the site, plant facilities and reaches used for carrying pumped diversion flow. On a suitable scale map (s) provide delineations of those areas that will be flooded during the one percent (100 year) flood both before and after plant construction or operation.
- b. Provide details of the methods used to determine the floodplains in response to a. above. Include your assumptions of and basis for the pertinent parameters used in the computation of the flood flows and water
/' elevations. If studies approved by the Federal
( Insurance Administration (FIA) are available for the site and other affected areas, the details of the analysis used in the reports need not be supplied. You can instead provide the reports from which you obtained the floodplain information.
- c. Identify, locate on a map and describe all plant structures and topographic alterations in the floodplains. Indicate the start and completion dates of all such items.
RESPONSE
The requested information on Schuylkill River and Perkiomen Creek floodplains has been added to Section 2.4.3. Without prejudice to the Applicant's position that the NRC has no jurisdiction to independently consider these matters, information is also provided for the East Branch of the Perkiomen Creek and the Delaware River. bl V E240.22-1 Rev. 3, 03/82
LGS EROL OUESTION E240.23 (Section 2.4.2) a) Discuss the hydrologic effects of all items identified in response to questions 240.22c. Discuss the potential for altered flood flows and levels, offsite. Discuss the effects on offsite areas of debris generated from the site during flood events,
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b) Provide the detai1s of your analysis used in response to a. above. The level of detail is similar to that identified in item 240.22b.
RESPONSE
The hydrologic effects of all plant structures and topographic alterations in the floodplains identified in the response to Question 240.22c were found to be insignificant. Flood flows and levels in the Schuylkill River and Perkiomen Creek where the structures are located are expected to be unchanged. Because the plant site is either sodded or paved, no effects on offsite areas of debris generated from the site during flood events are expected. [ V) E240.23-1 Rev. 3, 03/82}}