ML19308A939
| ML19308A939 | |
| Person / Time | |
|---|---|
| Site: | Oconee  |
| Issue date: | 12/02/1976 |
| From: | Parker W DUKE POWER CO. |
| To: | Rusche B, Schwencer A Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 7912120712 | |
| Download: ML19308A939 (9) | |
Text
h0 NRC FoRu 195 U.S. NUCLEAR REGULATORY COMMISSION DOCKET NLM1 N. E FIz?o/zg7 iras NRC DISTRIBUTION FOR PART 50 DOCKET MATERI AL En vi no l FROM:
Duke Power Company DATE OF DOCUM452-76 TO: Mr RusChe Charlotte, NC W O Parker DATE RECEIVED 12-7-76
@ LETTER ONOTORIZED PROP INPUT FORM NUMBER OF COPIES RECEIVED DIO RIGIN A L hUNCLASSIFIED One signed OCOPY DESCRtPTION ENCLOSU RE Ltr re their 5-13-76 submittal....trans the Supporting & addl info re their 5-13-76 request following:
for Appendix B tech specs revisions with regard to increase in upper limit for Chemistry ef fluent; ph.......
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~~I 9-f Mr. Benard C. Rusche, Director
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Office of Nuclear Reactor Regulation
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U. S. Nuclear Regulatory Commission Washington, D. C.
20555 Attention:
Mr. A. Schwencer, Chief I. ~ Op" Operating Reactors Branch #1
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Reference:
Oconee Nuclear Station Q'
Docket Nos. 50-269, -270, -287 M
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Dear Mr. Rusche:
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My letter of May 13, 1976 proposed an amendment to the Oconee Nuclear Station Appendix B Technical Specifications to increase the pH upper limit for chemistry effluents from the station from 8.5 to 9.0.
Your letter of August 2, 1976 requested additional information which we subsequently provided in a letter of September 29, 1976. This letter specifically discussed the use of a conservative theoretical model to predict the resulting alkalinity values in the Keowee River for normal and worst case chemical effluent release concentrations. Results indicated that under worst case conditions, release of chemical effluents from the station with a pH to 9.0 would have insufficient alkalinity to affect anything other than a small localized area near the release point.
Also, it was noted that under worst case conditions, the alkalinity values in the Oconee effluent discharge stream prior to dilution, are comparable to alkalinities of typical Piedmont South Carolina streams as reported in the "U. S. Geological Survey Water-Date Report SC-75-1."
For the above reasons, it was concluded that an increase in the pH effluent release limit to 9.0 would result in no additional effects on aquatic species populations in the Keowee River. To provide additional information to support this conclusion, the theoretical model used to calculate alkalinity concentrations in the Keowee River at various distances from the waste water treatment system discharge point is included as an attachment. This model is derived from the paper, "The Interrelationship Between Eddy Viscosity, Mixing Length, Entrainment and Width Growth Models in Turbulent Flows," by B. L. Sill and J. A.
Schetz, Aerospace Engineering, Virginia Polytechnic Institute and State
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Mr. Benard C. Rusche Page 2 December 2, 1976 University, Blacksburg, Virginia, NSF Grant No. ENG 73-03735A0.
Table 1 is provided as a summarization of data obtained from adaptation of this model to Oconee Nuclear Station, using both normal and worst case effluent release conditions. The results of these cases were discussed in my previous letter of September 29, 1976.
Very truly yours, i Ofd} g W
William O. Parker, Jr.
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EDB:vr Attachment 1
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.Deri'iation of tree Theoretical Model Utilized to valculate Alkalinity Concentrations in the Keowee River Resulting f rom Ocorlee Nuclear Station Chemical Ef fluent Releases l
{
The initial equations are:
p9 asp -
d
/
IUcLT mass flu:d/untt length = cntrainment
/
A
=
dx T
j i
2 d
I fpU dA
/
A
= eU
--t P
dx T
e oo momentun flux Flow cross-sectional area for entire control Note:
1 voiume e
e Entrainment
~
Ue External Velocity T
Shear Stress o
P Peripheral. length of.the control voluhe-o f
Velocity Profile Function U-U e/U
,y =
U' o
e d
OCdU -Varies with streamwise' direct--
1, f-(l)
/ (o)
=
=
o tion
. Solving the. above. equations for entrainment ' yields:
a.
m e
9 5
4 b
k.
n
~
9 R
e/ PU A '
I/
(1 + U2 /I + 25 /I I 8
2 e
2
/
o T-
/2
/
,7 (1,gI 2I )
e
= / /dE 1
Where I 1
o I
= fl/2dX 2
0 U
U 1
e=
e gg i
o l
Assume symmetrical flow fields in the absence of solid boundaries and U
>> U o-e
[p6U,Ah=t[2 4
OJET JET, + /* pdx Concentration = OJET Q
o JET OJET" l
Concentration Fraction = O
+/*[dx y,f /pdx
=
e JET JET J
0 d'
Solution to problem
+0 e
/
l Assume:
Two-Dimensional-Jet 3
i
.4 L _r ' / -
U
=0 i.e. U
/
e JET e
. ll then U~
='O AU
=U-U
=U
,/
e o
e o
/
.l
0.
U Tor a cosine veloc:.ty profile.= f = p 1 + Cos n Y I
=-ffdA 1
i
+
L Jet Spread *--
i i
dA = Ldy 1
L = depth
'n I
=/- p 1 + Cos
'Ldy =
1 i
(DL) db
=
=L d
"I U L' d t
t e
=pU L t
=
a i
i
=C.
=. 2 2 => b = b + C X x
3 o-J
+
i e. = pU L
=. 055 pU L o
o From conservation of momentum-i P U* (bL) //
- dy
=.0 3
pU2 (bL) = Constant i
0 2
2
= U b=C
~
U b 0
0
.O initial y
=
~ - -
r.
.ns, n
. -._- ~.
i
-U,= Centerline Velocity =
+Cx
=
o
~
fedx =.055 p L/U dx 0
4 a
!3
.055pL R f(b + C.x) dx
=
o 3
1 v = b + C.dx o
3 4
j dv = C.dx 3
T i
i C
.055cL M fv dv j
D55 i
=
=
C.
4 I
J b
V
.055 L M v
v=b C.
1 V
3 2
o I
essi h
h j
=
EE M b
-b 2
o s
I i
U 5
5 5
fedx =
N
.2 o
o o
b
- 1 initial i
g
.= U b L
~
initial
i le#
0 b
b
/rdx = l
'1
~
2
-initial
.o, l
{ '
=
-( j nd
.,...~.,,.-.,.,,..h.._--,
a
+,,., -
..4
, - +
,,-,w, t
e 1
Concentration Franction = 1 + Q b
initial
-1 b
2
_, o, o
initial ~
1 Concentration Fraction =
,h 1+
-1 2,,
b,,
3 [X Where 1+C
=
0 Sample Calculation i
Assume - Initial Discharge depth (b )
=2 9
Distance from WWTS Discharge (x) = 200 Alkalinity = 26.52
- i I
h=1+C3 [X 0-200' b
1 +.22 g--
=
2, = 23 0
Conc. fraction =
1
=.345
,h' 1+y 23
-1 2-Alkalinity initially at 26.52 "9 has:been-diluted to
~
1 M
.345 (26.52 "9 ) = 9.15 at a point 200 below discharge.
7 y
I
~4
... 4 s
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Table 1 For: Keowee River Flow = 48.0 cfs Keowee River Alkalinity = 7.5 mg/l Case #1 Case #2 X Distance Flow = 22.8 cfs Flow = 7.7 cfs From Concentration Alkalinity Alkalinity D_ischarge (Ft.)_
Fraction 26.5 mg/l 13.0 mg/l 10
.817 21.7 10.6 20
.717 19.0 9.3 30
.651 17.3 8.5 40
.602 16.0 50
.563 14.9 70
.506 13.4 100
.448 11.9 150
.386 10.2 200
.345 9.1 250
.316 8.4 6