ML20213D740

Forwards Hydrologic Engineering Input to Des.Applicant Requested to Submit Info Re Executive Order 11988,floodplain Mgt

ML20213D740
Person / Time
Site:	Columbia
Issue date:	06/23/1981
From:	Lear G Office of Nuclear Reactor Regulation
To:	Schwencer A Office of Nuclear Reactor Regulation
References
CON-WNP-0365, CON-WNP-365 NUDOCS 8107010468
Download: ML20213D740 (19)

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- ws JUN 2 31981 Docket No. 50-397 MEiiORAtlDUM FOR:

A. Schwencer, Chief Licensing Branch flo. 2 Division of Licensing THRU:

James P. Knight, Assistant Director for Components and Structures Engineering Division of Engineering FROM:

George Lear, Chief Hydrologic and Geotechnical Engineering Branch e

Division of Engineering t-c3

SUBJECT:

HYDROLOGIC ENGINEERIf:G INPUT f

b15 UNP-2 DES I5 J.,

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Plant Name: Washington Nuclear Plant Unit 2

- y. JUN 2 41981* q, Docket Number: 50-397 v.s.mg g y *8 Licensing Stage: OL V

Subject:

Hydrologic Engineering Input to DES Requested Completion Date: June 30, 1981 4

Attached is Hydrologic Engineering Input to the UNP-2 DES. This should' replace infomation that was transmitted to William H. Regan Jr. by memorandum dated January 25, 1979. Our input to the Class 9 Liquid Pathway Assessment is being fomarded to R. Wayne llouston for incorporation in their section of the DES.

If the applicant cannot provide assurances that the WYE waste burial facility is adequately monitored, then we will require an Environmental Technical Specification on monitoring of the three on-site wells.

We have submitted numerous requests for infomation relevant to Executive Order 11988, Floodplain Management and as of this date we have only received an inadequate response relevant to the s wage lagoons. Additionally, the e

proposed serrage treatment plan was proposed in early 1980 and has not yet been incorporated in the ER or FSAR.

One of the items requested is a topographic map delineating the 100 year floodplain on the Columbia River and the intemittent stream by the plant.

These maps are required for inclusion in the Environmental Statenent. The 9

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JUN 2 31c8f A. Schwencer i i

i information we have pmvfded for the DES relevant to floodplain management and the sewage lagoons is preliminary and may change when and if we receive responses from the applicant.

The liydrologic Engineering Section contact for this item is Gary B. Staley, 28141.

Original Signed by L. '#. Hellel George Lear, Chief flydrologic and Geotechnical Engineering Branch Division of Engineering

Enclosure:

As stated cc: w/o enclosure R. Vollmer D. !!uller W. Kreger w/ enclosure G. Lear R. Ilouston

11. Levin G. Staley fl. Fliegel J. florris R. Auluck D. Gupta

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Hydrologic Engineering Input WNP-2 DES Section 2.3.1 (CPFES Section II.E.3.a) Hydrology a.

Surface Water The Columbia River is the dominant hydrologic feature in the vicinity of the WNP-2 Site.

Other more distant features are the Yakima River to the southwest and Rattlesnake Creek to the west.

The Columbia River is tide *affected from the mouth to Bonneville Dam at River Mile (distance upstream from the mouth of the river) 146. The only other free fTowing stretch of the river is the 49-mile reach down-stream from Priest Rapids Dam (River Mile 397) to the head (approximately River Mile 348) cf the reservoir behind McNary Dam. The intake and discharge structures 'for WNP-2 are located on this stretch of the river at River Mile 351.75. The main plant structures are located inland, approximately 5 kilcmeters west of the Columbia River.

River flow rates are influenced by water usage and upstream reservoir projects. The nearest, Priest Rapids Dam at river mile 397, contains abcut 5.55 x 10 in7 3 (45,000 acre-feet) of active storage. The average flow 3

rate in the Hanford reach is approximately 3256 m /sec (115,000 cfs). The 3

lowest mean monthly flow is about 1755 m /sec (62,000 cfs), while regulated 3

flows as low as 1019 m /sec (36,000 cfs) (minimum licensed release for Priest Rapids Dam) may 1:e experienced for short intervals.

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The Columbia River water temperatures in the vicinity of the Hanford reach average from 3.9*C to 17.8'C with the. low temperatures occurring in February and March and the high in !!ugust.

Impoundment by upstream dams has created a shift in the seasonal temperature cycle, as well as a reduction in the maximum temperature during the sumer and an elevation of the minimum temperature during the winter, but it has not significantly changed the annual average water temperature.10* A diurnal variation in water temperature of about 1.2 C in the spring and summer, and.6 C in fall and winter, can be expected to occur as a' result of reservoir discharges.

Table II-5 lists the major chemical constituents in the river at a point upstr'eam of the Hanford Reservation. The dissolved oxygen concentrations range from 9.5 to 14.0' mg/1, with 11.8 mg/l the average.II The passage of water over the spillways of upstream dams has caused nitrogen super-saturation in the river water. Values of dissolved nitrogen in excess of 120% of saturation have been observed below Priest Rapids Dam and in the Hanford reach of the river.

The water in the Hanford reach of the Columbia River is of excellent quality and is used for municipal drinking downstream at Richland and Pasco.

'Unless otherwise noted, all reference numbers, table numbers and figure numbers refer to those listed in the CP FES.

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Constituent Average N=vi Minimu:2 l

Other Analysis (Contd.)

1 Dissolved solids, ppm 87 115 72 Turbidity, APHA 10 170 2

• Samples were taken twice monthly at Vernita Bridge (upstream from the Hanford Project) from July 8,1969 to June 16, 1970.

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six samples were analyzed. From Applicant's Environmental Report.

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TABLE 2.1 MAJOR GEOLOGIC UNITS IN THE HANFORD REGION AND THEIR WATER-BEARING PROPERTIES system Sortee Caologic Unit Material Water-8 earing Precerttee 4.

Fluviatile and glacio-sands and gravels occur-Where below the water tsole.

fluviattle sedLaents ing chtefly as glacial such depostes have very htyn and the Touchet fora - outwesh. Unconsolidated, perr castitty and ase capa: ale tion.

tending toward coarse-of storing vast amownts of nees and angularity of -

water. Htqhest permeant 1Aty (0-100 it thAck) grains, essential.ly free value deter:stned was of fines.

12,000 ft/ day.

Pleistocene Palouse so&1 Winddeposttedsilt[

Occurs everywnere above the.

water taule.

(0-40 f t thicM Quaternary Ringold formation Well-bedded lacustrine Han relatively low perme-silts and sands and amility; values range from (200-1,200 ft thick) local beds of clay ard 1 to 2C0 ft/ day, storase gravel. Poorly sorted, capacity correspondingly low.

locally semi-consolidat-In very etnor part, a few ed or cemented. Gener-beds of gravel and sand are ally divided into the suffictantly clean that lower

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• por-permeact11ty is moderately tion wnich contains con.

Larger on the ather hand, elderable sand and some beds of silty clay or

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the upper silts and fine sand portion.

Miocene and CJ1ummia River basalt Basaltic lavas with Rocks are generally dense yliocene series.

interbedded sedimentary except 'cr nutnerous snrind-rocks, considerably de-age cracas, interflow scorta

( 10.000 ft thick) formed. Underlie the tones, and interbedded unconsolidated sedi-sediments. Permeastiaty of ments.

rocks is small (e.g., 0.3C2 to 9 ft/ day) but.transats-eivity of a thtch section any be censiceracle ( 70 to 2

l 700 ft /dayJ

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'robable metaeediments 7

type, and, structure ed metavolcanics.

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Ground Water The Hanford Reservation lies in the Pasco Basin, a structural and topographic low point of Eastern Washington and the Cc'unhia River Basalt Plateau. Subsurface soil conditions, across the site, have been classified as follows:

a.

Loose to medium dense, fine to coarse sand with scattered gravel (glaciofluvial sediments).

b.

Very dense, sandy gravel with interbedded sandy and silty layers (Ringold Fonnation, Middle Member),

c.

Very dense, interbedded layers of sandy gravel, silt and soft sandstone (Ringold Formation, Lower Member).

d.

Basalt which forms the bedrock beneath the area.

The lichologic character and water-bearing properties of the geologic units occurring in the Hanford region are summarized in Table 2-1 (new table).

In general, groundwater in the surficial sediments occurs unconfined, although locally confined zones exist. Water in the basalt Eedrock occurs mainly under confined conditions. Occasionally, the lower zone of the Ringold Formation occurs as a confined aquifer, separated from the overlying unconfined aquifer by thick clay beds which possess a distinct hydraulic potential.

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, The unconfined aquifer consists of both glaciofluvial sand and gravel deposits and the Ringold silts, clays and gravels. Since these materials are very heterogeneous, there are often creater lithologic differences within a given bed than between beds. The unconfined aquifer bottom is the basalt bedrock in some areas and silt / clay zones 'of the Ringold Formation in other areas. Clearly the bottom of the unconfined aquifer is not a continuous lithologic surface.

The principal direction of flow is eastward, discharging to the Columbia River. The Columbia River is the sink for ground water discharge. The water table for the glacio-fluvial aquifer responds rapidly to river level changes.

Figure II-6 illust"ates the general elevation and configuration of the ground water surface below the site, as well as the wells in which the water table was recorded. On site, three wells have been developed for both construction and operaticn; one in the confined lower aquifer, and two in the unconfined upper aquifer. The water table is generally considered below WNP-2 facilities.

Some 1500 wells exist on the Hanford Reservation, and are finished in both the confined and unconfined aquifers.

NOTE: Tables II-2, 3 and 4 and Figure II-5 are deleted. Add table 2.1.

Renumber other tables and Figures accordingly.

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Ground Water C.antours of the Pasco Basin. From Applicants' Environmental Report.

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. Section 2.3.2 (CP FES Section VB) Water Use A list of water usage downstream of.WNP-2, obtained by the applicant from records of the Department of Ecology, State of Washington, for water rights as of February 1980, is presented in table 2.2 (New Table).

Regional use of the unconfined aquifer is at three locations. The first is at the DOE's Fast Flux Text Facility construction site, located about 4.8 kilometers southwest of the WNP-2 site as shown in Figure 2.3-1 (New Figure).

Groundwater to this construction site is supplied from two wells and is used for sanitary and operation purposes.

The maximum expected usage rate is between 3

.0029 and.0036 m /sec. No data are available on drawdown tests performed on the FFTF water supply wells 699-50-7 and 50-8.

The second location of ground water use is the WNP-1/4 site about one mile east of WNP-2. Water is drawn from two wells for construction, sanitary, and 3

potable water requirements. The usage rate is approximately.00037 m /sec.

The third location is the WNP-2 site. The two wells which draw from the unconfined aquifer (699-13-1A and 18) are 71.3 and 74.4 meters deep. Drawdown tests for each well showed 6.7 and 27.7 meters of drawdcwn respectively, at pumping rates of.016 m /sec and test durations of about 25 hours2.893519e-4 days <br />0.00694 hours <br />4.133598e-5 weeks <br />9.5125e-6 months <br />. The third i

well (242 meters deep) is sealed from the unconfined aquifer and draws from confined water in the basalt. Drawdown on this well was 57 meters at a pumping rate of.017 m /sec with a test duration of 25 hours2.893519e-4 days <br />0.00694 hours <br />4.133598e-5 weeks <br />9.5125e-6 months <br />.

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TABLE 2.2

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00WNSTRENd SURFACC WATER USERS

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Location of Oiversion Approximate Quantity Type Name Township Range Sectic9 Miles Downstream (cfs)

Use*

Washington Public Power Supply System 11 28 2

90 IN Peter Kewi t and Sons 11 28 2

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L. L. Bailey 11 28 24 4

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H. D. Loyd 11 28 24 4

0.99 0,1 Central Premix Concrete Camoany 11 28 27 4

2 IN Sattel f e Menor t al Ins ?l tute 10 28 14 8

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University of Washington 10 28 23 9

1.75 i

City of Richland 10 28 24 9

0.67 0

City of Richland 10 28 25 12 31 0

City of Richland 10 28 25 12 23 25 0

City of Richland 10 28 25 12 31 0

Cl y of Richland 10 28 35 12 93 0

E. C. Watts 9

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13 0.31 0,1 H. S. Detty 9

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13 0.48 i

N. H. and M. E. Ketchersid 9

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13 1 66 I

G. C. ~aalkley 9

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13 2 32 i

R.T. Justesen, et al.

9 28 12 15 2 54 I

Central Premix Concrete Comoany 9

28 12 15 1.10 IN City of Richland 9

28 13 17 20 i

Benton County 9

29 28 19 1.0 1

City of Kennewick 9

30 31 23 55 7 0

City of Pasco 9

30 31 23 35.0 0

F.J.wenckel 8

30 14 27

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Allied Chemical 8

30 14 27 3 55 IN Chevron Chemical 8

30 23 28 3 77 IN Chevron Chemical 8

30 23 28 40 IN j

Phillips Paci fic Chemical Company S

30 24 28 82 IN Phillips Pact fic Chemical Cxipany 8

30 24 28 20 :

IN Boise Cascade Corp.

7 31 to 34 24.5 IN L. D. Hoyte, et al.

7 31 14 35 179.8 1

0. Howe 7

31 23 36 6.4 I

l Crawford and Sons 6

30 27 47 32 8 I

Earsarosa Farms 6

30 27 47 20 1

Crawford and Sons 6

30 27 47 7.6 i

Rainier National Bank 6

30 27 47 94 I

Anderson and Coffin 5

29 5

49 242 i

Horse Heaven Farms 5

29 6

50 82 i

Horse Heaven Farms 5

29 6

50 550 i

Horse Heaven Farms 5

29 6

50 290 l

Anderson and Coffin 5

29 6

50 242 1

O - Domestic or Municipal Uses I - Irrigation and Cther Agricultural Uses IN - Industrial includes only those water rights for which a permit or certificate has been issued.

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. Waste heat from WNP-2 will be dissipated to the atmosphere by means of an evaporative-cooling tower system using water from the Columbia River. After startup, makeup water equivalent in volume to the combined evaporative and 3

3 drift losses will range from.44 m /sec (7000 gpm 15.6 cfs) to 1.04 m sec 3

(16,500 gpa) (36.7 cfs) with an average rate of about.81 m /sec (12,900 gpm) 3 (28.7 cfs) the draft being about.02 m /sec (285 gpm) (.6 cfs). Blowdown 3

will average about.16 m /sec (2590 gpm) (5.7 cfs) with the maximum being

.41 m /sec (6500 gpm) (.14.4 cfs). The minimum flow rate of the Columbia River in the vicinity of WNP-2, determined by the minimum licensed release 3

from the Priest Rapids Dam, is 1019 m /sec (36,000 cfs) and the average annual 3

flow is 3256 m /sec (115,000 cfs). Therefore, the maximum consumptive diversion of water from the Columbia River is about 0.1% of the minimum flow or 0.032%

of the average annual flow.

The applicant states, "As of 1967, active water rights in the Upper Columbia 3

Subregion allow consumptive diversions of 180 m /sec (6343 cfs) of surface 3

I water and 52.9 m /sec (1870 cfs) of ground water. Essentially all of these diversions occur upstream of WNP-2."6 The staff has concluded that 3

the additional depletion of 1.04 m /sec (36.7 cfs) (maximum value) due to consumptive use of Columbia River water for NNP-2 will have no l

effect on present or currently projected uses of the Columbia River water resource downstream from the site.

NOTE: The above description replaces the first three paragraphs of Section VB of the CP-FES.

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. Section 5.2.1 Hydrolacic Alterations and Plant Water Supoly (New Section)

Hydrologic alterations are defined as those plant features occupying the floodplain as indicated in Executive Order 11988, changes in local drainage characteristics resulting from increased runoff from plant facilities, and water use from surface and groundwater sources.

Floodplain alterations consist of intake and discharge facilities, the Benton switching yard, buried pipelines and transmission towers. The main plant facilities, including the reactor, are located well above the Columbia River 100-year flood level referred to in the executive order and also above the 100-year floodplain of the local intermittent stream. The buried pipelines are not considered flow impediments in the event of a flood. The other facilities occupying the floodplain are, by inspection, very small in cross sectional area compared to the total area available during a 100-year flood.

Further, the operating level of the intake, the level potentially vulnerabie in a ficod, is above the 100-year level. We conclude that there should be no measurable impacts of WNP-2 facilities on flood conditions for events up to the severity of a 100 year flood. The applicant has been requested to submit l

topographic mapping with delineations of the 100-year floodplain for both the l

Columbia River and the local intermittent stream. These have not yet been l

l received.

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Water use changes are expected to result from water use for service water, condenser cooling makeup, and for potab'le and sanitary purposes. The primary source of water for the closed cycle condenser cooling water system and for service water is the Columbia River.

In an emergency, service water required to shutdown and cooldown the plant is to be taken from the spray ponds with makeup from the river through the makeup water pump and pumphouse Water for potable and sanitary purposes is to be provided from the City of Richland. When service from this source is interrupted, or requires augmentation, onsite wells are to be the water source. The river withdrawal 3

rate during normal operation is expected to average about.98 m /sec (15,500 gpm).

3 Groundwater withdrawals are expected to average.001 m /sec (20 gpm) with peak 3

rates of.016 m /sec (250 gpm). We conclude these rates are all small compared to the available supply and should result in little or no impact.

The changes to local drainage patterns due to plant facilities are not expected to increase the flood potential to any neighboring property owners.

5.2.2 Water Usd Imoacts (New Section)

Discharges from the plant will take two routes. Cooling tower blowdown, service water and radwaste system releases will be routed directly to the river via a buried pipeline and riverbank discharge structure. Sanitary wastes, originally thought to be routed to the City of Richland for treatment for both construction and operation during the CP review, are to be treated in a three lagoon treatment facility some 610 meters southeast of the reactor.

The facility is to be used for the 3 WNP reactors by 'a maximum population of O

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8,000 during construction and 2500 during operation.

Since no surface discharges from the facility are contemplated during normal operation, the facility should meet applicable state water quality standards.

Only abnormal loadings or heavy rains are expected to result in overflow.

Seepage from the three lagoons is expected to be less than.0016 m /sec (25 gpm) as the 3

result of the use of plastic ifners. The impact of the low seepage rate on groundwater levels is expected to be minimal. The quality of the seepage water when filtered by the glacio-fluvial sediments and diluted By the existirg ground water is expected to produce no adverse impacts.

Construction flow rates from the two ground water wells proposed for construction was originally estimated not to exceed.032 m /sec (500 gpm) from 2 onsite wells.

Three onsite wells were constructed with a maximum 3

withdrawal ra'te of about.63 m /sec (10,000 gpm). During operation, the applicant proposes to use the wells at a peak rate of.013 m /sec (200 gpm) 3 3

and an average rate of about.001 m /sec (20 gpm) for potable and service water purposes during outages of supp11es from the City of Richland.

These use rates should not adversely impact other groundwater users, no r deplete the groundwater resources.

Three wells have been installed in the northwest portion of the WilP-2 site, two in the upper aquifer and one in the lower confined aquifer.

The applicant has indicated water from all three wells was used for a variety of construction purposes, including drinking through August 1978. Since August 1978, only water from the deeper aquffer has been used. Background levels of trittum k

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.. have been found in the deeper well water, But levels as high as 905 pCf/ml have been found in the upper well water through August 1978. The 905 pc/mi concentration level is about a factor of three below 10 CFR Part 20 limits for unresticted drinking water. The source of the tritium is apparently the DOE 200 area to the east of WNP 2.

Pumping from the surficial aquifer could result in increased concentration levels of tritium from the Zaa area and, potentially other nuclides from the DOE WYE disposal site. Measurements to indicate the presence of other nuclides have apparently not Eeen made for well water from the surficial aquifer. The staff concludes that some precautionary measures are necessary to demonstrate that water taken from any of the three wells can not be contaminated, that the wells are frequently monitored for radioactivity, or that the wells he precluded from use.

6.3 Hydrologic (Monitoring) (New Section)_

The applicant has identified no hydrologically related impacts that will require nonradiological monitoring on his part except those related to water quality. We concur.

Intake and blowdown temperatures will be continuously monitored in the intake and discharge structures. Total residual chlorine will be measured every 15 minutes during chlorination periods and for at least two hours after biowdown has begun. Measurements are to cease after residual chlorine levels become undetectable. The data are to Ee used to determine minimum chlorine requirements for operation. The applicant has noted a number of State and Federal water level, discharge and water quality monitoring programs related to Eath surface and groundwater of a continuing nature. These data

. may be used in the future to identify unexpected operational impacts.

Aquatic radiological monitoring will be conducted, based on a need to determine the WNP-2 impact on the aquatic environs separately from other s

facilities on the Hanford Reservation. The intake will be sampled to identify isotopes and concentrations present prior to use by WNP-2. Similar samples will be taken from the WNP-1/4 intake and discharge when those units begin operation. The water will also be sampled at the first downstream user, Department of Energy (00E) 300 Area and at the City of Richland Municipal Water Treatment Plant. The details of the radiological monitoring program are discussed in Section The applicant has not provided an assessment of the centamination potential to on-site wells due to possible radionuclide migrations from the DOE WYE shallow burial facility. The facility is less than a kilometer from three on-site wells that are to be used as supplemental potable and service water supply during operation.

The staff would accept documentation and assurances from the applicant that the burial facility is adequately monitored to detect any release from the WYE facility, that monitoring will continue for the life of the Wi!P-2 plant and that communications will be established and maintained between the monitoring organi:ation and the Applicant.

In lieu of the above we will require an Environmental Technical Specification that will insure frequent monitoring of all three wells to detect radiation associated with the material buried at the WYE facility.

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