ML20210S893
| ML20210S893 | |
| Person / Time | |
|---|---|
| Site: | Satsop |
| Issue date: | 06/27/1975 |
| From: | Harold Denton Office of Nuclear Reactor Regulation |
| To: | Deyoung R Office of Nuclear Reactor Regulation |
| References | |
| CON-WNP-1698 NUDOCS 8605290497 | |
| Download: ML20210S893 (13) | |
Text
.-- _
t 1
4
,, e 4:
i Distributico:
~
eMi 2 7 5 75 '
Docket F11sc NRR:RDG u-SA3 E..C. De3msns. Assistaat www.amme.Ser.Mgt Water
,GBeeP 1 WW@r,s,
, *4 cc, a nu-#w, u,f e
. ~.
,,, m a ee> s ou w 1 9 6BTS % v D ? ^*4( 4*~
&M a ji p
~
yMET Ms? WFN WEhMR IE83EE8 E8' s.~Ai;h..MI
- s 2
ny
~. <
y yy+
25; e 'uan ~' e g;pY; sessr ammi so.ses :sw - -
r a
gggg,- m p,g *qsw qtE1;&cv g.Ly O;?
e a 6!Mi w w w. wig g_gg t'.
EEBQUESTED CSS'LET105 D4fEs-.9sme'W897s WO.T#4 g;y 3;; c.p.,. qe l
- , e
,,,re3.,u w a a
-- -1 Inclosed is a hydrologie angiamaring summary, pumpered by T. L. Johnson I
and W. 8. Bivins, for your use la preparing the Safety Eve 1sation Report.
At this time, several issues esseerains the greenductor drainage systen.
l accidental liquid redweste spill, and moeitettag senada unresolved.
l
% W by N.E.Deuten Eerold R. Demeen, Assistant Direeter for Site Befety Division of Deshnical Review i
Offies of hatame Emactor Ragulation Enclosure As stated ces w/o encle I
A. Giambusso W. Mcdonald J. Fansarella t
ect w/eas1:
s,.. e v:'
i S. Eamener e.;.
R..E1*abar F
Enh===Ame' 3.' Efeatet.. e~. r# 7 *M '
~
,A
.......y m
1 I
is 1.?
'5S Aramah.mimis
.,. 'f. J. _0erter".;f.
d dd;,'
3,. N.[,
s..
,1, l/ S. Verga '.., t,, *-M" " 4 ",_,
~
f
. 0., Pa,g. '.
rr
~
J.. Greeves.
AM t' 4
?" Lihash
,7 y; g i
,T..' Johnson 'D.Budge a A,' E -,**,,",a ' e..
um;
=;
4, s.h p g tD*.-.%
u 3
... y 4y.
p
, n.,~ - -
4; sq
+
g e.-
r w f.a W~ _
4,~_4' t
8605290497 750627 l
PDR ADOCK 05000508 E
PDR l
. cries
- TR:S
,B TR S
l
.7,2884 %
_ _TJohnsonT]o.:_
. Im Jn __
HRDenuon 6/25/75 6/ 2g /75
._6/.2,.4. /75 6/J]/75...
i
.m.
l For. ABC 118 (Rev. 9 5)) AECM 0240 W u. e. sovannessw? Pasurine orrecas sera.saa.se.
l
4-
~
)
WPPSS 3 & 5 HYDROLOGIC ENGINEERING
SUMMARY
DOCKET NOS. 50-508, 509 2.4 Hydrologic Engineering 2.4.1 Hydrologic Description The site is located about 26 miles southwest of Olympia, Washington, approximately one mile south of the Chehalis River at the confluence with the Satsop River. The Chehalf a River has.a drainage area of about 1765 square miles at the site. In the vicinity of the s'ite, the Chehalis River flows through a winding channel in a fairly uniform flood plain whose width is about 2 miles. The river is a tidal estauary in the site vicinity.
Normal cooling will be accomplished by cooling towers.
The applicant proposes to obtain makeup water from the alluvial aquifer l
+
which exists in the Chehalis River Valley using a well field. The l
applicant has indicated that there,are approximately 43 groundwater users within a five-mile radius of the site and that there are approximately seven downstream users of surface waters within 5 miles of the site. In l
the immediate site area, groundwater iqi present in limited quantities l
in the relatively impermeable Astoria Sandstone.
Emergency cooling will use dry dooling towers, which reject heat to l
the atnosphere. Therefore, the plant is not dependent en a water supply
[
to provide emergency cooling.
l
~
- r
)
6 2-2.4.2 Floods The maximum recorded flood on the Chehalis River occurred in January, 1972 with a corresponding water level at the site of approximately elevation 30 ft. asl. All safety-related plant facilities, systems, and components are located above elevation 300 ft. mal, and are not susceptible to flooding from any major streams in the site area.
The applicant has proposed that site drainage facilities will be designed for the 100-year rainfall and that the runoff from local intense precipitation up to and including the Probable Maximum Precipitation (PMP) will be conveyed overland away from safe.ty-related building. We conclude the applicant's design bases are acceptable.
2.4.3 Probable Maximum Floods The applicant has estimated that an occurrence of the Probable Maximum Flood (PMF) on the Chehalis results in a water level of 76.2 ft.
MSL (including waves) near the site. However, since safety-related structures are located more than 200 ft. above this applicant's estimated PMF level, we conclude that there is no potential danger to safety-related structures due to the PMF with coincidhnt waves.
2.4.4 Potential Dam Failures Run Dam located on the The only dam upstream of the siteis Bloody Skookumchuck River about 66 miles upstream of the site. The dam is n-w
~&
r i
r approximately 175 feet high. The applicant analyzed the potential flood effectsatthesitefromadamfailureanuihasconcludedthatno
~
flooding would occur at the s'ite~.
We concur with the applicant that the proposed plant-grade, precludes any flooding due to dam failures.
2.4.5 Surges and Tsunamis The site is not subjech to flooding by a probable maximum surge or t'sunami.
2.4.6 Ice Flooding The applicant has considered flooding due to ice blockage and has concluded that site flooding is precluded by the nature of the prevailing climate and the site elevation. We concur wita the applicant.
2.4.7 Flooding Proiection Requirements No flood protection is required for safety-related structures as these structures are located above.the PMF level in the Chehalis River.
We have concluded (see 2.4.2) that the applicant's design bases for
. local intense precipitation are acceptable.
' ' 2.4.8 Low Water Considerations The major source of recharge to the Chehalis River Valley aquifer,
~
from which makeup water will be drawn, is surface water from the
'ChehalisandSatsoprivers. Based on pumping tests, the applicant has concluded that induced infiltration of surface water into the groundwater aquifer will be achieved. Therefore, she extraction of required makeup water from the aquifer will result in a decrease
o
)
-4 in surface water flow downstream of the groundwater collection system, essentially equal to the withdrawal of groundwater. The required normal cooling water flow rate is approximately 71 cfs. The minimum historical flow of record on the Satsop River at the Satsop gaging station is 166 cfs based on 43 years of records. The minimum historical flow for the 20 years of record on the Chehalis River at the Porter gaging station is 164 cfs. The applicant has estimated that the 7-day, 10-year low flow at the confluence of these streams to be approximately 440 cfs. We have concluded that the makeup water supply to the plant is adequate, based on the low-flow yields of the Chehalis River, the induced infiltration capability of the aquifer,-
and the amount of groundwater storage in the. aquifer. No makeup water is required for safety-related cooling.
2.4.9 Croundwater Groundwater at the site region occurs Predominantly in the alluvial i
aquifer underlying the Chehalis River Valley. The aquifer is fully saturated from about 10 feet below ground level downward. Recharge l
l to the aquifer is from infiltration of precipitation and infiltration from the Chehalis River. The unconfined aquifer is about 2 miles wide l
l and is horizontally limited by relatively impermeable sandstones on both sides of the river. Based on pumping test data, we conclude that an adequate supply of makeup water can be extracted from the aquifer, using the applicant's proposed groundwater collection system.
(
(See also Section 2.4.8),
i i
a
)
5-In the immediate site vicinity groundwater occurs in the relatively impermeable sandstones of the Astoria formation. Recharge is derived from rainfall and snowmelt along the topographic ridge south of the site above Workman Creek. The very low permeability of the Astoria formation permits only small amounts of recharge and groundwater movement.
The applicant proposes to permanently lower the groundwater levels in the vicinity of safety-related structures, using a system of horizontal and vertical collector drains. The proposed system consists of vertical 6-inch half-round drain pipes, spaced on 8.5' centers around the reactor auxiliary buildings which collect and convey the groundwater to 8" horizontal drains located at mat level.
The horizontal collector pipes' discharge to a common (to both units) drainage tunnel which then conveys the flow into Workman Creek, south of the plant. The system will not be Category I except for the manholes, located at thecorners of the auxiliary buildings, which are to be designed to allow repair and maintenance in the event the system is clogged or damaged. In the event of system failure, the applicant has estimated that there will be approximately 2 1/2 to 5 1/2 months to repair the system before the groundwater level recovers to the design groundwater level of Elev. 350 ms1 (about 20 feet above the mat level). However, due to lack of substantiated information we are unabic to concur with these estimates. We will require the applicant to substantiate the time available to initiate alternate dewatering action and we will report the results of 9
b u
~
)
our analyses in a supplement to this report.
Further, we have been unable to conclude that the dewatering system will not be overwhelmed in the event that the circulating water pipe directly under or in the sturbine building ruptures. If the pipe ruptures under or in the non-Seismic Category I turbine building, the water may enter the turbine building and flow directely into the drainage system's vertical pipes subsequently exceed the capacity of the system, overwhelm the drainage j
system, and cause the groundwater levels to rise rapidly in excess of design hydrostatic levels. As of this time, this issue remains unresolved.
The applicant has not provided an analysis of a pipe rupture at the turbine building; we have no basis to conclude that the water will not enter and overwhelm the groundwater drainage system thus causing subsurface ground-water levels to exceed the design basis elevation.
In the event of a spill, the effluent will be collected in the proposed groundwater drainage system and will discharge into Workman Creck. There is a surface water user (irrigation) near the mouth of Workman Creek. The staff has conservatively estimated a travel time of one hour and dilution factor of 2 at this location. The concentrations exceed 10 CFR 20.
To resolve this issue, the applicant has committed to document in a subse-quent amendment to the PSAR that the cracks in the walls of the buildings will limit the amount of effluent that will be discharged into Workman Creek. The staff's review and conclusions of this analysis will be provided in a supplement to this report. The applicant has committed to monitoring l
4 r
)
. groundwater levels and to radiological monitoring of discharges through the ground water drainage system. However, the details of the monitoring program have not been provided at this t'ime.
The applicant has stated that additional details will be provided in a subsequent amendment. Until these details are provided, along with additional documentation, we conclude that the applicant's proposed design is unacceptable. Also, we will require that the monitoring program reficct any changes to the proposed groundwater drainage system.
4 9
+
.._y
s' J
BIBLIOGRAPHY
- 1. Department of the Army, Corps of Engineers:
EM 1110-2-1411, " Standard Project Flood Determinations",
26 March 1952 (rev. March 1965).
EM 1110-2-1405," Flood Hydrograph Analysis and Computations,"
31 August 1959.
EM 1110-2-1408, " Routing of Floods Through River Channels,"
1 March 1960.
EM 1110-2-1409, " Backwater Curves in River Channels",
7 December 1959.
- 2. U. S. Weather Service, National Oceanic and Atmospheric Administration, Hydrometeorological Report No.-43, " Probable' Maximum Precipitation, Northwest States" (1960).
- 3. Chow, V.
T., Open-Channel Hydraulics, McGraw-Hill Book Co.,
New York (1959).
- 4. Chow, V. T. (ed.) Handbook of Applied Hydrology, McGraw-Hill Book Co., New York (1964).
- 5. R. K. Linsley and J. B. Franzini, Water-Resources Engineering, McGraw Hill Book Co., New York (1972).
- 6. Harr, Milton E., Groundwater and Seepage, McGraw Hill Book Co.,
New York. (1962).
- 7. T. W. Lambe and R. V. Whitman, Soil Mechanics, John Wiley & Sons, Inc., (1969) l
- 8. Luthin, J. N. (Ed.), Drainage of Agricultural Lands, American Society of Agronomy, Madison, Wisconsin (1957).
l
- 9. Todd, D.
K., Ground Water Hydrology, John Wiley and Sons, Inc.
i New York, (1959).
a 6
1 I
l l
g Distribution:
M27 3 75 Docket File NRR:RDC SAB R..C. DeYoung, Assistant Director for Light Water Reactors, Group i HYDROI4GIC ENCINEERING SIRt!ARY PIANT NAME: WPPSS NUCLEAR PROJECTS No. 3 & 5 LICENSING STAGE: CP DOCTIT !E 3ER: 50-508, 509 MILESTONE 24-32 RESI'OliSIELE BRANC11: LWR 1-3 REEQUESTED COMPLETION DATE: June 16, 1975 REVIEW STATUS: Hydrologic Engineering Section, SAB - Awaiting Resolution Enclosed is a hydrologic engineering su: mary, prepared by T. L. Johnson and U. S. Bivins, for your use in preparing the Safety Evaluation Report.
At thin time, seversi issues concerning the groundwater drainace system, accidental liquid radwaste spill, and monitoring remain unresolved.
%lSiped ty N.R.Dentx Harold R. Denton, Assistant Director for Site Safety Division of Technical Review Office of Hucicar Reactor Regulation Enclosura:
As stated cc w/o enc 1:
A. Giambusco W. Mcdonald g
J. Panzarella A
cc w/ enc 1:
S. Hanauer
- R. Riccker F. Schroeder D. Eisenhut SS Branch Chiefs J. Carter O. Parr S. Varga P. D'Reilly L. Shao T. Johnson J. Greevco' D. Budge i
TR:SA J B....,_
, l 'p...TR: /SS_
l
.,, r
- L ulm.n.
,f@
% 11RDen, on
.7,2SS/S
.TJohnson/jo 6/25/75 6/ 2 { /75_
_6/ E f,/75 _
6/,,7J /75
. ave,
t u..c..........c.,..,,
)
Distribution:
M,27h)
Docket File NRR:RDC SAB R. C. DeYomg. Assistant Director for Light Water Reactors. Group 1 HYDROI4CIC ENCIllEERING SU)CfARY PLA!IT NAME: WPPSS NUCLEAR PROJECTS NO. 3 & 5 LICENSING STAGE: CP DOCKET NU):EER: 50-508, 509 MILESTO:i":. 24-32 RESPO:iSIELE B!W;CII: LWR 1-3 REEQUESTED COMPL*cT. ION DATE: June.16, 1975 REVIEW STATUS: IIydrologic Engineering Section. SAB - Awaiting Resolution Enclosed is a hydrologic engineering steenary, prepared by T. L. Johnson and it. S. Divina, for your uno in preparing the Safety Evaluation Report.
At this time, several issues concerning the groundwater drainage systera, accidental liquid radwasta spill, and monitoring remain unresolved.
W Signed by P.n:centen -
Harold R. Denton, Assistant Director for Site Safety Division of Technical Review Office of Nuclear Reactor Regulation Enclosure As stated cc: w/o encli A. Cisnbusso I
W. licDonald j
J. Panzarella i
e ces w/cac1:
I S. Banauer R. Kiccker F. Schroeder D. Eisenhut SS Branch Chiefs J. Carter
- 0. Parr S. Varga i
P. E'Reilly L. Shao T. Johnson J. Creeves D. Budge TR:SAB TR:SAB TR:SAB TRIAD /SS 7288/9 TJohnson/ joe 1>;1tuiman itPCranill HRDenton 6/25/75 6/
/75 6/
/75 6/
/75
a
)
4 MII 075 Distribution:
Docket File NRR:RDC SAB R. C. DeYoung, Assistant Director for Light Water Ecactors, Croup 1 IlYDi'014CIC E:iGIlm1STNG SU: US.Y PLtJIT l'.A!It UPPSS !!UCLEAR Mt0JECTS NO. 3 & 5 LICrl! SING STACE: CP DOCTIT : U)'LE::: 50-503, 509 1:ILEST0JC 24-32 RESP 0:;SIELE ERA:!CU:.LUR 1-3 RrtQt'T.UTED CO:!PLETIO!! DATE: June 16, 1975 PJ.VILU STATUS: !!ydrologic Engineering Section, SA3 - Awaiting Resolution Enclosed is a hydrologic engineering stricary, prepared by T. L. Johnson and V. S. Civina, for your uso in preparing the Safety Evaluation Report.
At this tine, several issues concerning the groundwater drainana systema, accidental liquid radweste spill, and rionitoring renain unresolved.
Otcal'a.,rr t;.
a R R (+ntr, Harold R. Denton, Acciatant Director for Site Safety Division of Technical Review Office of Huelear Reactor Regulation
Enclosure:
As stated ces w/o enc 1:
A. Cicrabusso W. Mcdonald J. Pan =arella cci w/cac1:
S. Danauer R. Klecker P. Schroeder D. ' isenhut J
SS Branch Chiefs J. Carter
~
- 0. Parr S. Varga P. O'nto111y L. Shao T. Jo!mson J. Groeves D. Ltu'.ge TR SAB TR:SAB TR:SAB TR AD/SS 7280/9 TJohnson/joc LcI!ulnan UPGamill IrdDenton 6/25/75 6/
/75 6/
/75 6/
/75
Th
)
Distributient JINi 2 7 B75 Docket Pile NRRtEDG SAR R. C. DeYoung, Assistant Director for Light Water Reactors, Group 1 NYDR0!AGIC ENG1H N HG SUlflARY PLANT HAME: WPPSS tlUCLEAR PROJECTS MO. 3 4 5 LICl2tSI:iG STAGEt CP DOCKET trLt3E2: 50-508, 509 MILESTO::E 24-32 RESPO!!SIELE E!W CH: LWR 1-3 REEQUESTED Co'u'LETIO!! DATEt June 16, 1975 REVIEW STATUS: Hydrologic Engineering Section, SAB - Awaiting Resolution Enclosed is a hydrologic engineering summary, prepared by T. L. Johnson and V. S. Eivins, for your use in preparing the Safety Evaluation Report.
At this eine, several issues concerning the groundwater drainage systam, accidental liquid radwaste spill, and monitoring remain unresolved.
Onginal Gi red L7 H.R, ocatan Barold R. Denton, Assistant Direct.or for Site safety Division of Technical Review Office of Nuciaar Reactor Regulation Enclosures As stated ect w/o encit A. Ciasbusso W. IfcDonald J. Pensare11a cci w/cacis S. 11anauer R. Elecker, F. Schroeder D. Eisenhut SS Branch Chiefs J. Carter
- 0. Parr
$. Varga P. O'Reilly L. Shao T. Johnson J. Greeves D. Budge TR SAB TRtSAB TR SAB
'TRt/.D/SS 7288/9 TJohnson/joc LCUulman WPGarmill HEDenton 6/25/75 6/
/75 6/
/75 6/
/75
. _ _