ML19296D133
| ML19296D133 | |
| Person / Time | |
|---|---|
| Site: | Hartsville  |
| Issue date: | 02/08/1980 |
| From: | TENNESSEE VALLEY AUTHORITY |
| To: | |
| Shared Package | |
| ML19296D128 | List: |
| References | |
| NUDOCS 8002290381 | |
| Download: ML19296D133 (64) | |
Text
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TVA HARTSVILLE NUCLEAR PLANTS DOCKET NOS. STN-50-518,519,520,521 PSAR AMENDMENT 30 8 0 02 2? 03Trf
HARTSVILLL NUCLEAR PLANT PRELIMINARY SAFETY ANALYSIS REPORT AMENDMENT 30 INSTRUCTION SHEET Amendment 30 to the Hartsville Nuclear Plants Preliminary Safety Analysis Report consists of changes concerning the Meteorological Program (Section 2.3) resulting from a TVA's QA6A audit, changes tesulting from TVA's exceptions to ACI-318-71 in the design and construction of Seismic Category I Structures (section 3.8), changes in the Fly Ash requirements, and other miscellancous changes.
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2.3-5 2.3-5 2.3-7 2.3-7 2.3-9 through 2.3-15 2.3-9 through 2.3-15 2.i-15a through 2.3-15f I
2.1-17 2.3-17 2.3-20 2.3-20 2.4-21 2.4-21 2.5-40n 2.5-40n 3.5-1 3.5-1 3.5-la 3.5-la 3.5-2 3.5-2 3.7-2/3.7-2a 3.7-2/3.7-2a 3.H-1 3.8-1 3.8-2 3.8-2 3.8-3 through 3.8-3b 3.8-3 through 3.8-3b 3.8-4/3.8-4a 3.8-4/3.8-4a 3.8-3/3.8-8a 3.8-8/3.8-8a 3.8-12bb 3.8-12bb 3.8-12d 3.8-12d 3.8-13 3.8-13 5-1/511 5-1/5i1
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Fig. 13.1-5 20 10.L-36 0
11.6-10 0
12.3-1 0
Fig. 13.1-6 20 la. h-37
?
11.6-11/12 0
12.3-2 0
'.0.n- 0 0
12.3-3 0
13.1-25/26 i o. b-W 0
12-1/11 0
12.3-L 0
J0.h b0 3
12-113/iv 9
12.3-5 1
13.2-1 5
F i c.
10.h 6 23 12.3-6 0
13.2-2 1
Fl>. 10.h-7 23
- 12. ] -1 1
13.2-3 9
10.L-8 23 12.1-2 1
12.L-1 17 13.2-3a 9
10.h-9 23 12.1-3 28 12.h-2 17 13.2-4 3
- Fie,
- 10. h-10 h
12.1 L 0
12.h-3 17 23.2-5 3
!u.h 46 0
12.1-5 0
12.L-b 17 13.2-6 3
10 ! 4 0
13.2-7 3
Apr. 10A 12.1-7 0
12A.1-1/2 0
33.2-8 0
0 ver Cheet 2
10.3-8 0
12B.1-1/2 0
13.2-9/10 1
10A-1 2
12.1-9 1
12C.1-1/2 1
10A '
O 12.1-10 0
13.3.1 0
thro 12.1-11 0
13-1 3
13.3-2 0
10A 40 2
12.1-12 0
13-11 3
13.3-3 0
10A b3 12 12.1-13 28 13-iii/iv 9
13.3 h 0
12.3-lh 0
13.3-5 17 10b-1 12 12.1-15 28 13.1-1 28 13.3-Sa 17 10L-0 6
12.1-16 28 13.1-la 3
13.3-6 0
12.1-17 1
13.1-2 1
13.3-7 0
11-i 0
10.1-18 1
13.1-3 3
13.3-8 9
11-11 0
12.1-19 1
13.1' h 3
11-lil/iv 0
12.1-20 1
13.1-5 20 13.L-1 9
12.1-21 1
13.1-S a 20 13.h-1 0
11.1-1/2 0
12.1-22 1
13.1-6 28 12.1-23 1
13.1-6a T
31.5-1 3
11.2-1
?S 10.1-2h 1
13.1-7 3
13.5-la 3
11.?-2 0
12.1-25 1
33.1-8 1
13.5-2 0
12.1-26 1
13.1-8a/b 1
13.5-3 0
l i. ' -l PS 12.1-27 1
13.1-9 1
13.5 4 0
1 3'
O 12.1-28 1
13.1-10 1
13.5/6 0
ILNP Ericetive Effective Effective Ef fec tive Amend.
Amend.
Ar.c nd.
Amend.
Page I:o.
IJo.
Page I;o.
!;o.
l'u re IJo.
I;o.
__Page lio.
1;o.
13.6-1 20 16.5-1/2 0
17.1A-29 9
17.1h-15 0
13.6-2 3
thru
.lB-16 0
l{$ ^ sh 13.6-3 5
17.1A h6 9
Ac ve 8
- 13. 6-k 3
16.6-1 1
17.1A L6a 9
App.k 13.6-5 3
16.6-2 0
17.1A L6b 9
A{S*E *
- A P. B 8
13.6-6 3
16.6-3 1
17.1A-L6e 9
p 0
13.6-7 3
16.6 L 1
17.lA k6d 9
13.6-8 IL 16.6-3 1
17.1A L6e 9
Letter Muller 1,.3. 6-9 5
16.6-6 0
17.1A-k6f 9
to Watson, 15 13.6-10 lb 16.6-7 0
17.1A L6g 9
9/12/75 13.6-11 20 16.6-8 1
17.lA-L6h 9
Fig. 13.6-1 20 16.6-9 1
17.1A-461 9
Secticn A-15 16.6-10 0
17.1A L6j 9
Hydrology 1h-1/ii 0
16.6-11 0
17.1A L6k 9
Table A1 15 16.6-12 0
17.1A-L61 9
thru lb.1-1 28 16.6-13 1
17.lA h6m 9
Table A6 15 Ib.1-la 26 16.6-1L 0
17.1A h6n 9
1h.1-2 20 16.6-15 1
17.1A L7 1
c W n B-lk.1-2a 26 16.6-16 0
17.1A h8 1
Meteorology lb.1-3 26 16.6-17 0
17 lA L9 0
B.1,l a, n 15 1h.1 L 26 16.6-18 0
thru 14.1-5 26 16.6-19 0
17.1A-6b 0
b e B.1-1 1h.1-6 0
16.6-20 1
17.1A-65 1
16.6-21 1
17.1A-66 e B*1-9 15
- 16.2-1/2 0
16.6-22 1
17.1A-67 0
B.
, n,2b,2c 15 17.lA-68 0
Table B.2-1 15 15-1 9
17-11i 9
17.lA-69 0
B.2.d 15 17-iv 9
Fig. 17.1A-1 9
B.2.e-1 20 15.1-1 1
17-v 9
17.1A-71 0
15.1-la 1
17-vi 9
thru B2 20 15.1-lb 1
17-vii 23 17.1A-80 0
B.2.e h 20 15.1-le 1
17-viii 9
Fig. 17.1A-12 28 B.2.e-5 20 15.1-2 0
Fig. 17 lA-12T 0 B.2.e-6 20 15.1-3 0
- 17. la-1 9
17.lA-83/8h 0
15.1 k 0
thru k'able B*3-1 1
15.1-5 0
17.1A-12 9
17.1E-1 0
15.1-6 1
17.lA-15 9
17.1P-2 0
jhru Aable B.3-5 15 15.1-7 9
17.1A-16 23 17.1B-3 0
B' L 'k" 15 15.1-8 9
17.1A-17 28 17.1B h 2
3*kD'LU 15 17.1A-18 23 17.lB-5 0
E'S 15 16-2/11 0
17.1A-19 23 17.IB-6 0
16-iii/iv 0
17.1A-20 23 17.1B-7 9
16.1-1/2 0
17.1A-21 23 17.1B-7a 2
16.2-1/2 0
17.1A-22 23 17.1B-8 0
16.3-1/2 0
17.lA-23 23 17.lB-9 0
17.1A-2h 23 17.lB-10 0
16.h-1 0
17.1A-25 9
17.1B-11 0
16.4-2 0
17.1A-26 19 17.1B-12 0
16.L-3 0
17.1A-27 9
17.1B-13 0
16.4-4 0
17 1A-28 9
17.lB-14 0
}:! rec t. i.e Ef fect Ive Effective Effective Aw wl.
Ar.c or1.
Amend.
Amen:1.
t'n y,e I;o.
Ik). _
l'e ge !io.
I;o.
I'rt ge bo.
Io.
PaEe !!o.
I;o.
Section C App. D Table 26 App. G-1 25 Pad. Dose Ascecmt 15 Cover Sh.
28 (Class B)
- 6 thru C.1 15 D-1 26 (Clans C) 26 App. G-6 25 C.2 26 D-2 25 (Class D) 26 C.3 26 D-3 25 (Class G) 26 References 25 C.h 15 Db 25 Table 27 C.5 15 D-5 26 (Class A 26 Table 1 25 Table 2 25 C.6 15 D-6 27 thru C7 P6 D-7 27 c]neo D) 26 Table 3 25 C.8 15 D-B 27 (Class E)
O C.9 26 D-9 25 (Class F) 0 Table C.1 15 D-10 o
(Class G) 26 Table 28 Tnble C.2 15 Table C.3 Hererences 25 (Class A 26 thru (not, in book)
Table C.h 25 Table 1 25 Class G) 26 Class A 25 thru Fig. 1 25 thru Table 10 25 APP. E Cov.Sh 28 Table 11 26 App. E-1 25 risen G T abl e C. ';
26 Table 12 25 thru C1ncs A 26 Table 13 25 App. E-3 25 Table lh 25 App. E L 26 thru Cl as: G 26 Table 15 27 App. E-5 25 31e C.6 26 Table 16 27 App. E-6 25
- Class !.
26 Table 17 25 App. E-7
?5 Table 18 25 thru Class G 26 Table 19 25 References 25 Tuble 2 27 S<etion D 15 Tab l e-el 27 Table 1 25 D.1 15 Tribl e.'?
25 Table 2 25 Tnble D.1-1 15 Table ?i 27 Figure i 25 Tnble ah
- 6 APP. F Cov.Sh 28 thru Table D.1-8 15 (Claan A) 26 App. F-1 25 Table D.1-9 17 Table OL 26 App. F-2 25 Table D.1-10 15 (Clnsa B) 26 App. F-3 25 thru Table 21 26 Table D.1-lh 15 (C1nsa C/D) 26 References 25 D.2 15 Table Ph 26 D. h 15 (Class E/F 26 Table 1 26 D. 3. b 15 Table ?h 26 Table 2 25 D an, b 26 (Clasa G) 26 Table 3 25 Trtbl e D.h-1 27 Table 25 26 D.h.c 27 (Class A 26 Fig. 1 25 D. l.. d 20 thru Fig. 2 25 D.h.e 15 Clans G) 26 Fig. 3 25 D.h.f 15 Tnble ?6 l>.5 LS (Cinas A) 26 APP. G Cov.Sh.
28
miP LIS"' CF LIrro:;SE3 - QUESTION 3 VS. AMESDMENT I;0.
Question Amend.
Question Amend.
Question Amend.
Question Amend.
no, no.
no.
No.
No.
No.
50.
"o.
000.1 7
31.1 0
32.2.03(2) 1 L2.5 2
000.2 8
31.2 0
32.2.03(3) 1 L2.6 7
01.1 0
31.3 0
32.2.03(h) 1 42.8 0
2.1 1
31.L 0
32.2.0h(1) 1 2.2 1
31.5 0
32.2.0L(2) 1 L3.1 1
2.3(9 2) 0 31.6 0
32.2.05 0
h3.2 1
02.4 1
31.7 0
32.2.06 0
2.5 1
31.8 1
32.2.07 1
113.1 2
2.6 1
31.9 1
32.2.08 0
110.2 2
2.7 1
31.10 1
32.2.09 1
110.3 11 3.1 0
31.11 1
32.3.01 0
11.1 1
31.12 1
32.3.02 1
121.1 2
32.3.03 1
121.2 T
11.1 2
11.2(11.5) 2 32.1.01 12 32.3.0L 1
121.3 0
11.3 2
32.1.03 0
32.3.05 1
11.h 7
32.1.0 3 0
32.3.06 0
130.01 11.5 7
32.1.0L 0
32.3.07 1
thru Quest.
11.6 lb 32.1.05 1
32.3.09 1
130.09 32.1.06 1
32.3.09 1
130.10 2
12.1 1
32.1.07 1
32.3.10 1
130.11 2
12.2 1
32.1.08 1
32.3.11 1
130.12 2
12.3 9
32.1.09 1
130.13 2
13.1 1
32.1.10 0
32.3.12(a)/b 1
130.1h 2
13.2 1
12.1.11 1
32.3.13(a)/b 1
130.15 2
13.3 1
32.1.12 0
- 32. 3.1h 0
130.16 2
13.L 0
32.1.13 0
- 32. 3.15 a 1
130.17 2
- 13. h 1
32.1.1h 0
32.3.15b 1
130.18 0
13.6 0
32.1.15 1
32.3.16a/b 1
130.19 7
13.7 0
32.1.16 1
32.3.17 1
130.20 7
13.8 2
32.1.17 1
32.3.16a/b 1
130.21 7
13 9 0
32.3.19 0
130.22 17 Table 130.23 30 32.1.1T-1 1
20.0 2
33.1 0
130.2h U
thru 33.2 1
thru 32.1.17-5 1
20.14 2
33.3 1
221.1 0
33.5 1
221.2 0
3 1, 20.15 17 32.1.17-6 0
33.6 1
221.3 7
20.16 No Quest.
32.1 18 0
33.7 1
221.4 2
20.17 8
32'1.19 0
33.8 1
221.5 2
20.18 8
32.1.20 0
221.6 2
20.19 17 32.1.21 1
L2.1 2
221.7 2
2.2 2
221.8 2
22.1 1
32.2.01 1
h2.3 2
221.9 2
thru 32' 2 2 03u)
{
42.h 2
221.10 1
22.6 1
ILNP LIST OF QUESTIONS NO. VS. AMENDMENT NO.
Question Amend.
Question Amend.
Question Amend.
Question Amend.
?!c.
7:o.
Tio.
I!o.
?!o.
Io.
!'o.
No.
322.08 7
32h.20 h
1.11. 3h 5
L22.1 9
322.09 2
32L.21 h
L11.35 5
L22.2 9
322.10 8
32L.22 2L L11 36 5
322.11 8
324.23 22 L11. 37 5
h31.1 2
322.12 11 32h. S 22 L11.38 5
h31.2 2
322.13 8
32L.25 8
411. 39 5
h31.3 2
323.01 324.26 25 1.11.1.0 5
431.h 7
thru 32h.27 0
111.k1 5
O"'
323.01 32 h. 28 8
1.11.k2 5
h32.1 2
323.20 2
411.43 5
h32.2 2
thru 330.1 2
kil.bh 9
h32.3 7
323.28 2
330.2 2
L11.h5 9
323.29 0
330.3 2
411.h6 5
323.33 28 323.30 2
330.h 2
L11.h7 5
323.31 0
L11.1 5
L11.h8 9
323.32 0
h11.2 5
L11.h9 5
323.3h 2
L11.3 5
L11.50 5
323.35 0
L11.h 9
L11.51 5
323.36 0
L11.5 5
L11.52 5
323.37 0
h11.6 5
L11.53 5
323.38 0
L11.7 5
L11.5h 5
323.39 2
bil.8 9
L11,55 5
323.ho 2
h11.9 5
1411.56 5
323. h1 2
L11.10 9
h11 57 5
323.L2 11 411.11 5
h11 58 8
323.h2(2) 16 421.12 5
L11.59 8
323.43 7
h11.13 5
L11.60 8
323.h!4 7
kil.lb 5
L11.61 8
323.45 7
h11.15 5
L11.62 8
323.L6 7
411.16 5
323.h7 7
L11.17 0
L12.1 2
323.48 9
L11.38 5
h12.2 2
323.h9 9
h11.19 5
412.3 2
323.51.,-1,-2 1h h11.20 5
h12.h 7
323.Sh,-3, 1 th 411.21 5
h12.5 7
323.Sh,-5,-6 2'
L11.22 5
h12.6 7
323.5h,-7.-8 14 L11.23 323.Sh,-9 1h h11.2h 5
413.1 2
323.Sh.10 1h h11.25 9
413.2 2
323 55 14 L11.26 5
413.3 2
323.56 1h h11.27 5
L13.h 2
32h.1 3
u11.28 5
L13.5 5
thru h11.29 5
324.16 3
L11.30 9
420.1 3
32h.17 h
h11. 31 5
h20.2 7
324.18 h
Lll.12 5
h20.3 7
324.19 1
h11. D 5
t im i'- 3 0 i
conponent winds.
There is evidence tha the terrain f(atorc> i.onron to the ateas could favor a.inant low-1. vel east-northeasterly site and peripheral wind within the relatively shallow, i r r e,',u l a r ly dei tned ea s t-wes t calley.
The hir, hest r i d r,e-ty p e tertain, 300 to SGa feet above plant r. r a d e, 11 about 2 miles to.the north and northeast.,Ikaever, in r est sectors irregular r o l ling, hills, 200 to 300 feet high, surround the..i t e atea cut to distances beyoni I
10 to 15 miIc<.
To further ident if y the local wird pat t er n, the une :cear of oc.ta (Febru-ary 1973-January 197'.) frem the 3 3-f oo t tower !cvel was evaluated for nipt, 0200-0800 hours local t in e (LT), and day, 0800-2000 $,wrs iii, per to is lhe data (Tables 2.3-27(T) and 2.1-25(T), F i r,u r e s 2.3-30(T) a nd 2.1-31 (~l ) )
30 thow that the night-wind pattern has either cast-nort heast or northeast winds 19.57 percent of the tire, while durine, the day the
.v.
wind directions occur only 16.74 percent.
Thus, the data indicate the prese ec o'
a local nic.httire downvalley or drain.u,e-type wind.
1he 150-foot wind patterns for the n i r,h t and day perieds (Tables 2.3-29(f) and 2.3-30(T), Firures '. 3-3 2 (I ) and 2. F33(l')
are more uniform with the prevailinr directions more south-easterly and perhaps beginning, to reflect the higher levt1 reg,ional winds.
Wind !>lrettinn Persistruce lhe wind direction persistence
- analys i:., based en the 33-foot tower i
reasurements at the ensite terporary meterological f ac ili ty, shaw: the three longest persistente perieds to b.
20, 19, and 18 hours2.083333e-4 days <br />0.005 hours <br />2.97619e-5 weeks <br />6.849e-6 months <br /> (Table 2.3-31(T)),
identified with the north northwest, southwest, and e.
- - no r t.h e a s t wind.s, respectively.
These winds were identified with moderate to strong pressure i
l giadient? d u r i n y, pre-and post-cold frental conditions also 56.8 percent o t' 1
the total petsistent periodr. is equal to or greater than three hours and 1.1 percent is equal to or r, t e a t e r than 15 'aou r s.
l'h e data show one period at j
calm persistinr.,for 5 hours5.787037e-5 days <br />0.00139 hours <br />8.267196e-6 weeks <br />1.9025e-6 months <br />.
- Pe r :. t u t e n t vind i: detined in this analy:i> m a ce tinual t i r.d f ror-o n, at the named 22-1/2-degreo sectorr (e.g north-northeast) except that it is not c onside r ed to be interrupted if it depart-fron that wctor for one hour and then returns, er if there are up to tuo hours at missinp, data, or lest record, followed by a continued directional persistence.
JAN 181980
- 2. 3,,
IINP-1 Wind Sgecd The annual and monthly patterns of wind speed at the 33-foot (10-meter) tower level at the onsite temporary meterological f acility are shown in Tables
- 2. 3-1(T) throtigh 2. 3-13(T) and Figures 2. 3-4(T) through 2.3-16(T). Similar sind speed patterns at the 150-foot tower level are shown in Tables 2.3-14(T) through 2.3-26(T) and Figures 2.3-17(T) through 2.3-29(T).
The data show that calms at the 33-foot tower level over the 1-year period, February 1973-January 1974, occurred 1.88 percent; 0.6-3.4 mph wind, 37.71 percent, and 3.5-7.4 mph wind, 35.36 percent. The highest annual frequencies of 0.6-3.4 mph wind with respect to direction are 10.78 and 6.57 percent with east-northeast and northeast wir.ds, respectively. The dominance of the cast-northeast, 0.6-3.4 mph wind, may he attributed to the east-west alignment of the shallow valley where the plant s site is located. This terrain influence the wind is particularly apparent for the night (0200-0800 LT) period on (Table 2.3-28(T), Figure 2.3-31(T)) when about 55 percent of the east-northeast and northeast winds were in the 0.6-3.4 mph class. The frequency of calm for this night period was 2.17 percent.
The lowest wind speeds, calm and 0.6-3.4 mph, have their highest frequency during the summer through early f all (June through October) periods when the rei lonal anticyclonic circulation is most common. Correspondingly, they occur 1
less '.requently durleg late fall through spring (November through May) during the period of optimum migration of cyclonic disturbacnes through the area.
The same data (Tabic 2.3-1(T), Figure 2.3-4(T)) show that moderate to high wind speeds (equal to or greater than 7.5 mph) occur 25.06 percent of the time.
February through April have the highest frequencies while June through October have the lowest. The highest annual occurrences, with respect to direc-tion, are 2.67 and 2.41 percent with southwest and wast winds, respectively.
The lowest annual occurrences of the high wind speeds are 0.12, 0.51, and 0.56 percent with east, east northeast, and cas t-southeas t winds, respectively.
Some forther evaluation of the expected wind speed conditions can be drawn from the day (0800-2000 LT) and night (2000-0800 LT) wind speed data from the 33-foot tower level at the ensite temporary meterological facility (Tables 2. 3-2 7 (T) and 2. 3-28(T), Figures 2. 3-30(T) and 2. 3-31(T)). The data e
2.3-6
liNiu 10 l10 show that the lowe s t. w i n d speeds, calm and 0.6-3.4 rph, oc cur 49.29 percent during the night period and 29.85 percent during the day period.
Furthermore, the moderate t o hip.h wind speed (eqr).il to of greater than 7.5 mph) occur U.94 percent of the tine an i n y, the ila y pe r i n.1.ind 11..", p e i c e n t durinn the night pe r i o.l. Because the Hegulatory Guide 1.!! wind speed divisiens do not
- r. c c m to accurately reflect the predominance of light winr1 speed conditinns at the tite, Tables 2.1-59(T) through 2.3-67(T) have been provided wit h t he wind speed:
1 divided into these wind speed classet Calm, 0.6-!.4 nph, 1.'r2.4 mph, 7.5-12.4 mph, 12.5-18.4 mph, 18.5-24.4 nph, and greatet than 14. 5 mph. Calm fr. defined as winds below the r e e; po n s e threshold of the winil vane (about 0.6 mph in t h i s c.ise).
't h e lower limit of the tirst wind speed c lass also reflects this value, M yer.ituse The p r ed om i n.i n t.i i n m.i s s e r affectinn the li.it t svi l l e site area may he des-cribed.is i n t e rc ha ny.e.ib l y rout inent a l.ind ma r i t ime in the winter.nid spi inn, pre dominantly maritine in the summer a il cont inental in the fall.
A summary of 89 ve. irs of temperature data (Table 2,1-U ( T) ) iollected at the Carthar,e, Tennersee. Coopera t ive Ohr:crver 's St a t inn show a mean annual temperature of
' 9.1"I' w i t h the mean monthly temperature ranning iron 39.4"F in.lanuary to i
- 78. l"F in.luiv.
the hinhest temperature on record is ll!"F in Aunust and the lowest is - l H" I' i n l'chr ua ry, resul t inn in.in ex t r eme annual i.inge of 129'i'.
At the Na sliv i l l e N.i t iona l Wea t 'w r Service >tation there are normally 40 das in the y e.i r when maximum tempetatuic<.i r e 90"F.ind above and H1 days when the minimum t empe r a t u rca. ire 12"F.ind Iclow.
?
1-7 UAN 181980
e f
O h) h ir h h umM h O
llNP-1 na x t rr.um. 5.79 inches, orentring in lleret.her anif the. wet a pe renthly minimun.
?.72 fuches, occurring in October.
The evtreme monthlv max imn a n.)
,lai;or, are 11.00 i nc h es in 'iirch an1 U.'il inen in it teher, anil tie ma x i n.um vi - 1, o n.
I pecetp!tation 1-F linhtn.i t R id.!! c t en, t enne: see, in Ao,*n d l H 'i l (.ee labl.
t-s.;r>>.
Al.pt er f.ih l e
- .n.. t.i i i s e 1 1..., i.. n r -.i t lhe it is t v i i 1.
Itc
.is inIf.
if.
I l.,
the r r p t. e.e n t.i t i v e. ar i b ice.:nowl a l l
.l.i t i ( l.ih l e t
If. ( l i ).
I h.
a v e t.y..
.inno ll snewtall fin th' a p p r < i/ ii...i t e 74 " ear peslod, I M 7 -- 14 t.0, la onle /.ii i nt he: and oreur: most l y that ing f u, e she r through N r h.
E
-.n.cs No ob.erv.Itton. of the freqo n, and i:.i. ns t t v ut [e6
- 1. o. e been r: u'e in the If it t : viile tifi ca.
H me w r, i i+i1' "itit.nal Uca?lcs
'l e c
.i t i <.t.
s r e t o r d.,
f<it iI
-ai-( I N G '. I n /.' )
i n.I
.i'. Ihat Icas, ti.g.
(. s.. i t. ' I t i 3 eq i il t in 1
i or l e-Ihan 1/
n l 2.- i
,or
- :: I l a,.
.inno il 1,
( l'. i l. l e t !/(I)I i:! a n i v i, un ruan t b l y I s moro. s of 1
- 1. v o in J.m u.ii s.i n.]
a rinteo, <1 I ilay t r o ni Fehraan y through July.ind
'4 r p t m.ih e r.
Ati 1 he r f.
Erabi! il y
\\
coirpart on of i i e n t. i r,.
.f i.. tat h.. :
wi! h tuvei..f.n at t h.
Ilai
.viIte r'
t
.t.14 o ihe or vcar ( f Er iai u II
- n.u a t y 1)/4) if i! a r a f t r:m *he
- r. :
te
- . poi ir) troiol-Lical
'ai ilii. (!ahli 2 1-3P) l..
t i..i t the anr a.il
- in d 4 a. en il I rs gorm 1
- l i r,t i t l ', liue r than t hi".e for 'a t i '
I'... r, Sc. piny a h,
ire
..ler.'
and D1
!he v a l u.-
how inver i.e in.ofIlin. in Ihe i I.in t.
iIi "a
% per c e nt. o n n a l l '.
a" l 40, 2', P), ani! 41 per(ent, re.peiilwely, in the winter, s.p r i n g, sumer, and f.11 1.
1.t*(.'lil S e E){ t h t' I ! ". t 1 i. 'i n t ' yt.I t til lin ti t ly tli n I.in '}
t. " ic i a t lit e si.. l a i t ein t lef' t ili !' i t t' t c'm pe t [ if' t '.' t.'o f (114 0 l C i I I i!lls, !t 1 t si(
j.,
l l. l i' t ei
,e t : :i l l l V s l V a.
cvaloire the exte tid atuephettr
..t al i ! i t y ond i t lon. in th r 1 mt:
.it, aca.
lic.w ir, the ila t. <hould ha;.clully proviite s ea sonali t y ta p r e rcut at iv.
a d e r. c r i p t t rm.
'i
}.. t u t per..ne w.
t s o.p., n.
i.
1 uin' d I r e, e o>n J,.i.
Io i hi n
l'w}ui1I s t al.1 ' i t v i.i..
n thr.ac
,i.
i6n in ! al. l.
t.- S n ( l ) thiough
?.3-46(1) a r.d Figure. J l-b (1 > t t:;
1 -.. D ( 1 ).
l ht r o.. t
' al. l e clam.ea, F., t, and C, occut J.". f ~
1, of ?d.H; j e r < c r. t, i o. pe i L i v e l y., the least r t al.h clanes, A.
A occut l l. 'e t, i. ', and 4. M i rr ent while the neutral ria-4, occui
.erient,
't h ' '.
.t
. it s ca l c otui t t f ran,
l',
0.'r 1.4 "Th, and C, D. (.
- 1. i rph ( ! io l.
. l, '. t I )
),
I s e,u -
? W ( ~1 )
.m.1 i
i 1 I /11(1)),
an! H.O' tei...
'im.
i h.
h t y,l o
't
.o t u'i.n.'
m. in i
', t 4
I!NP-30 og of 6, O. fe - l.4 mph (lable
/,l-4t(1), Flyurr 2.1-40 ( l ) J, wi t h t ri.per t to wind di e rrt t on; are 4.19.in 1 1.41 pricent wi t h e ast -nor t heast and northenst winds.
Thenc enndittuns are Itkalv ident if ied wit h t he t.cek night downvalley or dratnage wind regine rhown in Table 3.3 18(1) and Figure 2. bil(T).
The C,
- 3. 5 - 1. 4 trph, conditton also shows a signifIcant occurrence of 2,15 percent wit h cast -nor theant wind The data in Figure /.1-41A(I) and 2.F4th(f) r.how the percent occurrence of l'asquilt stability classes A throup,h G hy time (hours) of day. About 87 percent of the stability class G condition ( F l y,u r e 1.1-41B(T)) occurs bets.cen 2100 and 0700 f.T with the highest occurrence at 7200 LT.
The slightly less stable con-d i t f on,
r, shows the see rencral pat t ri n although the highest frequencies appaar to pe r!. i s t fron 1400 until 0400 LT.
The in i t ial oc cut r enr.c (about 1100 1.1) of the c l.i r.
C stability condition may reflect the ocet et the shallow d o an v a l l a-y drainage win d.
The dit a in Figure 2,1-41A(1) show the c> pec t ed aa x t wi, dayt ime occurrence of the least stable classe, A, h, and C Also, the data reflect the expected distilhutloo of the.tahnlity (lass D.is ident it led with t ne mid morntng (0900 LI) and late afternoon (1600-1800 1.1) transitional periods.
7.l.7.3 iolential lot lui m e of th-Plant and its ! ar ilit t.
on Iocal Meteorolo g.
The operatton of tbc fla r t sv i ll e Nuclear Plants should have no notlecable inyart on the local meteorology wit h the except ion of ef f ect s from the operation of flu-el.. tid t he t n.. I d i:.ipation schene.
The schene selected (n it or al di. t r e oo l i n e. toser.) s.ii n i n, i c e. the offort-on the loc al enet coro f or,y which may include o r. t v. i "u i l and l o c a l i.'. d increasid frequency of fog teraatton, incre ned t og dens it y, i n r i c a-e d s ha.f i n g, under the plures, inc r ea wd prec ip-
,,io,
.i.
..i.m
',i, e
ia,,
o.:.t, i
.c-
,,4 art
.c t a npr.i t u s -
are 1 ce/iag Ilowev r, onta1.appropraat. r t.isu s cuen t s before and after p l.in t operatinn are ma d e-and analyzed, these e t t e( t - c a n n o t, he adequately a s se :,sc.t Althour.h oui e rscan i b and exper ience wi t h rooiinr. t ower s leads us to helleve that the svstem thosen will have a tuinimal effect on the local meteorelogy, the actual proof will consist of rneasurements made bef ore and af ter operat ion of the noilear plants begins. The parameters t o be neasur ed a r e pr ec ipit.it ion, solar e
n ad i.i t ion, for, intensity and frequency, temperature, dru point, and vind direc t ion and speed.
The oc cur r enc e of icing, will he monitnred.
Installation of the perma-nent netrorological facility in tentatively scheduled for the first part of fiscal year 1976.
- 2. b9 JAN 18198a
IINP-30 j
lieterologit:(1 suppor t will be availahje for any evaluations of the effects of cooling tower effluent on air and noll moisture, plant growth, water qualLty, and other possible impacts on the plant site ecology, if these 30 evaluations are necessary.
Biological, air, soil, and water surveys have already begun and will continue during the construction and operational periods.
2.3.7.4 Tg oy nphical Doncription. The itartaville Nuclear Plnnte lie in e rather fit t and undulating valley which han a general en it-went orientation extending from about 3 miles cant to about 4 milen went of the pinnts site and which containn the westward flowing Cumberland River. Surrounding this nre irregular and rolling hil19 wh ! r b nhallow volley ir nearly all directionn ex tend 150 to 25') feet above plant gr de within nhout 5 milen from the plantr.
site.
The highest rione-in terrnin feat uren nre a ridge about.' milon t o the north-nnrthwest and north P.nd a small ridge about 2 miles to the northwest which rinas obrit 500 feet nbove plant grade lhe highest sector-wide ridges are muctly locnted to t.he west-northur'st t hrough enst-southennt of the plantr, cite
' OO feet nbove theplant grnde.
This hir.her 28 l30 s ith c l-itions rntwi ng from 200 to i
torrnin with itr. ohnllow ridge-valley con 11rurations may areount for t he wenk st able downvnlley, or irninnge, vindn identi fied from the ll-foot ( 10-r:e t e r 's tower <lut, from the-onn i t e tempornry meteorologicnl facility. With the exception of the narrow nnd challow valley extending southenntward about 10 mil + to Cnrthngo, Tennencee, the terrnin beyond nbout 5 milco frem thn pinut sit
- is mostly corposed of low irregular rolling, hills
'ih e prinr ital a f fcet of the tol ography shown in t he 16 directionni g.round 1r'fi!rn (P we
'.h hb M)) on t he itippernion of gnseous ef fluent, relennen from the Unrtoville pinn*: in onn of linit ed confinerent wit hin the chnllow valley by tbr vnnk nr.d ntnble ennt and eart-northennt downynlley vin in.
G ro und - l e v e l concentrntieno therefor" would likely be the greatest in the went nnd west-
- mot hwest downvulicy sec t. ions (Figure ' 3 hb(T), sheets 6 nnd 7 of 8).
2.3-9a MAR 24 M
......~
Dif ferences in the vertical thermal st ructure in the inmediate plant area from differential surface heating between land and water (Cumberland River) should cause no significant alterations to the low-Icvel wind and stability patterns.
2.3.3 Meteorological Measuremert Program 2.3.3.1 lemporary Meteorological Fac ilit ies 1
The Hartsville Nuclear Plants onsite temporary meteorological facility began collecting data on February 1, 1973, at the plants site at an elevation of about 540 feet MSL.
The temporary facility was decommissioned on June 1, 1976. The facility consisted of a 150-foot steel tower, tower-mounted sensors, cables, and a data collection system mounted in a mobile instrument trailer near the tower.
The data, collec ted by a Pulse-0-flatic (P-0-M) automatic data logging systen, consisted of temperatures, wind directions, and wind speeds at 33 and 150 feet.
Analog backup recording by strip chart was also provided for each sensor.
On January 30, 1974, a minicomputer controlled data collection system (NOVA) began operation at the same meteorological facility. One set of 30 for each level provided both recording systems with wind direction sensors and wind speed data.
There were two sets of temperature sensors, one for the P-0-M system and one for the computer system.
The purpose of the dual data recording systems and the dual temperature sensors at each level was to obtain comparative measurements for assess-ing the reliability of the P-0-ti data recording system, especially for the vertical temperature gradient (delta-T) used to determine stability conditions. 1his data comparison was also used to determine if the P-0-M system data were in compliance with NRC Regulatory Guide 1.23 spec i f ica t ions.
Comparative meterological data and analysis for the two systens f or the period f rom February 1,19 74, through June 4 1974, were submitted to the AEC (now the NRC) on October 8, 1974. The P-0-M data collection system was discontinued on May 28, 1975. Descriptive information on the instrumentation from both system follows.
2.3-10 JAtti 81980
llIIP-30 ONSITE TEMPORARY METEOROLOGICAL FACil.1TY PULSE-0-MATIC DATA LOGGING SYSTDI S c r.
or llei f t De: c r ip t ;on f
(Feet)
Wind Direction 33 and 150 C l i r.e t Ins tr uments, Inc., Itodel 012-10; calibration canne, 0-540* continuous; accuracy, t 3* azimuth; damping ratio, 0.4.
Response breshold is 0.75 mph.
Wind Speed 33 and 150 Climet Instromonts, Inc., Model 011-1; startinn threshold, 0.6 mph; calibratici ra n;;c, 0-90 n+!,
accuracy withia 1 i percent or 0.15 nph, whichever is greater f rom threshold to 90 n ph.
Temperatura 33 and 150 Aerodet (ARI I nJ us t rier., Inc.), Model R-22.1-E100, platinam resistance d_. M or; "ccu racy, t 0.06 F,
' il u; rat ion range, 0-100 F; n ennted in aspircled.;ol..r rad ia t ic." shield, Clii c t i ns t rur:en t s, Inc., 'todel 016-1; radiation error O'F to + 0.2*F.
3(
!!It! LC0!!PU I'ha
'l Ta MYSTUI Sensor jie yl t, Description h
(Fect) aind Di:cction 33 and 150 C11 met Instrum" as, Inc., Model 01,2-10; calibration range, 0-540* continuous; accuracy, + 3 azimuth; dampinr. ratio, 0.4.
Response threshold in 0.75 mph.
Wind Speed 33 and 150 Clinet Instruments, Inc. Model 011-1; s ta r *.iur, tl.t eshold, 0. 6 mph ; cal ib ra t ion ranne, 0-90 moi; accur. icy vi. thin t i percent er 0.J 5 r ph, t.hichcver i :.
breater 1 rom brenhold to 90 r.ph.
Temperature 33 and 150 Aerodet (,inI Industries, Inc.), :;odel R-M. 3-E100, platinum resistance detector; accuracy. t 0.06*F; calibracion range, 0-100*F; counteo nr in aspirated solar radialion shield,
.c q
b Climet Instruments, Inc. ;:odel 016-1; l
gjs radiae. ion error, O'F to + 0.2'F.
JAN 181980 2.3-11
Ol D.i t.i proce: in g nt,eg i
The Pu lse-O-!',a t ic (P-0-M) system consisted of me tt o colog ica l jetu,o r s nuunted on the tower, cabics, si,nal translators, analog volt.ge to pulse f
convertt.,, rannetic tape recorders, and anilog strip chart recordera Outputs from all aensors were cuntinuously tecord..d on the strip chart recorders and the P-0-1 magnetic tape recorders.
Of f sit e coupu ter processi:.g of the magnetic tapes involvcel conver t-in}; the pulse rate sir,nals into digital one-ninute average values, llourly value:, of wind speed and tcuperature were ccrputed aa the arith.mtic ave: a;,e o f the 60 ene-minute alues during each hour.
f.ath hourly salue of prevailinp, wind direction wan computed as the.iverage direction tur the 23 degree sector with the highest number of one minute values 30 durinr, the hou r.
O 1l hen P-0-:1 da ta logging outages occurred, the available data on the backup analot; strip charts (all pararacters) were analyzed, processed, and integrated with the normal P-0-M data to provide as continuous a data record a: passible.
The SOVA system consisted of meteorological sensors mounted on the tower, cables,
.j.nal translators, reed-relay neanner, bV:1 (aaalop, p
vol tage and oh:3. t o di;i tal conver t e r), ninicercinit er OnVA I?M by D:La teneral Corporation), teletype ( AS'U 3) printer and caper t ape panch,.tod st rip chat t recorders (uind :,pced and wind d ircc t ion onl y). All. woro-logical sensorr.were scanned at rates of 240 times per ' iou r, or every l's seconds, and proce:, sed for ho 2rly readout.
2.3-12 AMN 181980
llNP-30 i
lustrument Maintenance, Servic13, and Calibra t ion Schedule
'lhe llartsville onsite temporary meteorological f acliity was inspected at least twice weekly by either an electrical engineer or an instc.ument t echnic i in to ensure t lu t all instruments icere in r,ood working order.
Special visits were nade to the f acilit ies whenever there w.is a chance of equipment malfunction resalting from severe sto'rm<.
F.very six nouths, or at shorter intervala when required, the instrument systems were calibrated by stard..t d :alibration procedures or exchanged if necessary.
2.3.3.2 Permanent Meteorological Facil_i ty.
The per m.: icut meteorological f acility f or the 11ar tsville Nuclear Plant began colle e ' on data on 30 l ebruary 24,19 t>.
The facility is located or the platit 4ite, about 5.000 feet west-southwest of the Plant A, unit I reattor, at en elevation of cut Wt feet MSL.
It consists of ' 370-foot tower, meteorological senser uuunttd on the tower, ad a data collection systqm in an instrument building t 'nvironmei.r11 data statio.O 1.' the immediate vicinity of the tower. Inc dati coilection system equipmt - was moved f rom a temporary instrument trailer into the permanent environmental data station in.luly I'l / 8.
The data are collecte1 and processed by a NOV.\\ data system.
Data collection for t.be parameters in the following, instrumentation description cennnnced on February 24, 1976, witu the tollowing exceptions.
The 361-foot wind speed and wind direction data record I.egan on April 7, 1976, and the deepoint data at 5 and 32 font began on A igust 31, 1976.
(The dewpoint d'atn collection at 5 feet was ciccontinur:d on July 13, 1978.)
2.3-13 JAN 181980 I
Df%lD fi? D A'
dA.[ul]Xfum
! WJ J
HNP-30 0
l R. n s -,.
Instrument Descrintion A description of the netcorolcgical.cnsorc fello.r,.
Marn d e t, t ir d ::c a.n r t
g specifications arc included in the station nanual, hich will be opdated ar nec e r.s.t r y (rather than the f ollowinr; lir.t inr.) to retlect r. y :. t.. n ns.nn.>r ch w.es.
[
Replaccraent c2nors, which may be of a dif f erent manuf acturer or acdel, will' i
O.
meet or exceed the Rel;ulatory Guide 1.22 specifications.
[.
SEN5t'g liticitt g
g:y irta.k IrIIm
)
Wind Direc tion
- 33. 199, and 361 j
c;icet im, tin:en:
i ns:
(
!!a.f el 01 J-I n;
- t I i, :; h o l,'.
?
0./5 mph; accuracy,.1".
f WLnd Speed 33, 199, and 161 citnet I ns t r n.ac a;, I nc.,
!!odel 011-1; + thr eshold, n
U.6 rph; o :u r.d
- 1 :.
b or 0.15 mph, whichever tu
- nreatet,
(
lemperature 4,
32,.
3,.tud 361 ug,yl I n _. i i n;, n t cv
!lvih 1
- 1. f ) ! ; *
.<..4r..
t 1 0.06" F4 C l i :- t I:c<ru-h
- nents,
!"c.,
f l.; d e l O l f r.l
- aspiratel r.; d i a t i o n shield; error, 0" i to 0.2 F.
k
- j$
Dewpoint 32 jj f.c 6 C, Inc., m, del 4 60; a 30 accurac y,10. 7" F.
- l 1
Rainf all 4
celfort Im.trument Co.,
?lod e l $91S-l2;* acc.uracy, g
i 0.06 i nch.
d 6
Atnospheric l'ressure 4
11, 7 Sco Lim i n a nd Co.,
f
!!od e l 2014 - 23 / U I!M..
- r accuracy, i 0.06 i nc h lir,.
T i
)
- A replacc.me..c
. usor' of a dif f erent manufac turer or modcl vill neet or exceel K.G. 1. 2 % specificatioas.
h.
?,
2.3-14 f
JAN 181980
(
E
System t.ccuracies The system is designed so that the data meet or exceed the accuracy requirements of Regulatory Guide 1.23 More detailed information on total system and system component accuracies are given in the station manual, which will be updated as necessary (rather than the following discussion) to reflect system component and accuracy estimate changes. Replacement components will be compatible with the total system and will be chosen so that the total system accuracy will meet or exceed R.G. 1.23 specifications.
Wind Speed Error Units: cph ciph c.ph Comoor.cn t Wind Speed:.
19 30 100 Sensor, i 1% of true 1 0.15 i C.30
+ 1.00 value or 1 0.15 cph, whichever is greater Translator, liacar-1 0.21 1 0.21 1 0.21 ity plus drift, to-tal error DVM, total error,
-+ 0.03
~+ 0.03
~+ 0.03 30 full scale Software, total
_0 9
0 error, full sea;e Total maximum error-1 0.39 1 0.54 1 1.24 Root sum squarc error
+ 0.26 1 0.37 1 1.02 R.C. 1.23 specification 4- 0. 5
+ 0.5
+ 0.5 The instantaneous error for wind speed measurements, assuming the individual component eriors are additive and independent (root sum square error),
is within the R.G. 1.21 specifications for all wind speeds less than 45 mph.
The error of time averaged wind speeds will he less than the instantaneous root sum square error (this statement is applicable for all other parameters in this discussion). Therefore, for wind speeds considered to be the most critical for dis-persion calculations, the estimated error is well within the R.C.
1.23 specifications.
2.3-15 11N 181980
a%
aumgM' jas e
Wind Direction Error Confonent
- gqiec, 4 3 Senaar DEt, tetal error, full scale 1 0.163 Softvare, total error, full scale
- 0.6/4
- 3.834 Total caxicm error 1 3.03 Ecot sun square error
+ 5.0 R.G. 1. 2 3 <,pec i f ic a t ion Dry '
je_ _ c r e u r r irror
- r C.-
c:u it
. 0.C6 i
S < n t, i r, P1D DW1, total error 1 0.021
+ 0.20 Radiation error, maxizum E
So f t.va re, total error
- 0.35
- 10*F
'>n*F 0.00
- 0.26 110*F Total maxicum error
- 0.49
- 10*F l
4 0.34 50*F
- 0.40 110*F Root sum ro.".it e er ror -
4 0.42
- 10*r 0.22
+
50*F 113*F
.+ (.
3 4
+ 0.9 Q 0.S'C)
R.C. 1.23 r,pecification JAN 181980 2.3-15a
..... sv Vertical Tc per_1p re Differe.cc t rror Congonent
_F.
Sensor 1 i C.06 -
' Sensor 2
+ 0.06 DV:t (Sensor 1 reading) 1 0.03 DV'i (Sensor 2 reading) 1 0.0S Ra d ia t ion 0.0 Software 0.0 Total taxinus error 1 0.23 Rcot sun square error 1 0.14 R.C. 1.23 specification 1 0.18 (1 0.1
- C )
The asso ption is rade that the radiaticn and software errors are identical for both sensors and therefore. cancel.
D g oint Terrerature Error 30 Cemnonent
_F Sensor EG 6 C "odel 440
+ 0.7
!!Irror centar.ination
+ 0.3 Loss of water in sample lines
- 0.2 Sample line contanination 1 0.1 Fregsure chanr.e correction 1 0.1 front point conversion (d erpo in t s 1 0.05 belov 32*F)
DVM, total error, full scale 1 0.04 Software', total error 0.0 Total caxicua error
+ 1,29 Root sun square error
+ 1.80 R.C. 1.23 specificatien 1 0.90 (1 0.S*C) 2.3-15b JAN 181980
- HH
In:P-30 c
B u bu modhn i
h i t. i,l r o. i -
.ia
.i.
't he f.%
.t.
c o n i.. t - nt Lne scie.o o..ou n t s i oa L iii t ir a :
cables, s i ;;n.il t r.nn,la to r., reed-relay s r.ninc t, i rJ:1
.u.. tin' o l t.ex anc oirns to
. c i t.ii n.s itetJ.
.in I
'a.
O.,i n t s iv'.
a,
'..'.ii.
.i lis t pol.i t t.in ).
All e t cii t o l iic, t c a l L e n..o i t : are l a tt f ror,a t e d alid p t
- o....c d i ' the lM!.\\
,,. L et i lor hout ly imajout.
'l i.. l d i t ec t i.>n tt..i t t r i o r, i t n'
~_i' t ime:, per huat (eset, a acot'.),
sind,pced and o l.i r i.ut i.i t.on.'W tine: per hooi hscr, 1>
cond.), t i:,.evatoit
.ui; u.
oint W L i.--
p.
1 In)or to i e p,:r ta i nn t es,.uid ra i.il.il l and a t:. o sph a
'rt.
.o r e unt e,..
- hour.
'l h e p r e '..i i 1 i n. 'eind dtreetion i or each hour
." 's 1.u-t h, i'.
I a v e r ac,e d i r et.t i on t i t h in :
2 3-d e g,r ee sector (an q; 360 overlapping
'n sector.) t h.t t. h.i:, the h i,,h e.; L nu Y er of in tant.n.cou, v.ilid leading
..ir : n e the hi.u:
.1 wind.! t rec t.un per:,i t cuce v.ilin-i :, to uted y
the p e r c e n t a r,e v1 th' to t.il wil t d I.ou rl v r ead in g,s of i n:. L J n t anco n.,
'.:i n n direction.
'.c!. i c h a r e eithin the :.c i t.c t eJ :.cc t o r si,.i.
v.i l n e s a r t.
c o:,p u t e d Ilon t. ii -
.L.tud.i t d - La t t st ic.il f ul l:.u l d, Jl
- f. ' s) /nl/(n-1).
lor each ';-ninate intireil,.. n e i c
- the i't Lan t.nn vu. e o.
directien
.md n t:n n o-
-r 01 *alid inter'o ation, durin i-:. i nu t i intii-
.l.
Approp: iate provi ten., a r '.
- a d e in t h i :. c a lc u l.;!
u to
.u i o n '
or ind directian.',hich py, L lu e u,', h %U
- l l.e twlve w.inute "a l u, are o ml to r et ipu t e the 1 -la u t
.tyci.n.c value, 0.iv e r.o,e (1
in r )
(0 +
1,)/12.
I 0,
+
. +e
~
Systems othor than the. NOVA system f or data processing may ' r sub,tituted.
e These systems wil' meet or exceed the total s y e, t e' ' weci ficat ions f or precision and accuracy.as identified in Regulatoef Guide 1.23 2.3-isc JAtl 181980
IINP-30 l[ui pil%lll[\\$q 1@] o P
f
~Tf
~
Y Dita i ei.o t d ig and ui:, play l Vi9 e b JJ
_ tR Jb a Data recording and display at the enviconmental data station consists of hoin'ly telety pewriter ( AS!U3h and paper punch tape printout s.
Strip chart ba up iecoidiag 1:, p re. ded ior wind direction a.;d i.;J r, p e a l io assure, a'; nea rl y a, poss i bic, cont inaeus data collec t ion.
Selected meteorological data, along with other environmental data, vill be re:mo t ed f rom the meteorological f acility f or display in the reactor centrol r o o.1.
iuteorological data displayed nay include 33, 173, and 361-f oo t wind direction and vind speed, 32-to ou-toat t ec pe ra t u r..
s r.:dien t, ana 32-foot temperature. Tentative plans call for the.; data to be displagd in digital form with 15-minate updating. :!c teorologit. l da ta fron the environmental data station will also be telemeten d to tne IVA :le t eo ro-logical Forecast Center in :lascle Shoals, Alabama, for use in support or 30 the radiological emergency plan.
Instrtn ent ?llintenance, Se rvicinn, anJ Calibra t ion Sc hedule The permanent meteorological facility is serviced by e itl., i engineer-ing aides, instrument technicians, or engineers. ::a i n t e n.n.c c and calibrations are performed by either instrunent technicians, clo.a rical
~
engineerintj associates, or electrical engineers.
O,'e t a t io na l ry4teu thecks are made twice t;eenly or mor. frequently an nece:.ii' to achiea the required 90 percent recovery of data.
'lhe calibratioa s.. ton ot each component of the netcorological facility (sen:"rs, ;i r.aa l cond i t ie; c r.,
electronics, DV?l, computer, etc.) is checked anJ/or th. cou.ponent is field-calibrated and/or rcmoved and replaced by a inboratory-calibrated component, at least every ;ix nonths.
I:o r e ficquent calibra. ion interva13 for individual components nay to specified in the station nanual, on the 2.3-15d JAN 181980
10.I'- 1 0 basir of t he oper at iona l his t er ', of that corponent-type, in ordot to assure the raximon practiccible recovery rate.
Detailed, standardizel procedures are inc*uded in the station manual and/or laboratory cali-bration procedures docurient.
~
2.1. 3.1 O e r a t iona l j'e t eoro lo c.i ca l_ P rg r arg
'I be operational phane of lt th" meteorological progran includes those procedures and responsibilities related to ac t i v i t i e:, beginning with the initial fuel loading and continuing through thc 1Ife of the plant.
The meteorological data collecti.on progran wilI be continuous without major interruptions.
Operational system check: on the neteorological f ac1]ity will be made daily tionday through l<riday and as necrsnary on weeken:in and holidays (If there are s t o rira, pow e r s y:.t em d i s t.u r hanc e n, etc.).
The metrorological [ ront.m h.u-Leon developeJ to conform to the
,tandards given in NPJ: kenulatory Guides 1. 21 and 1,. 2 3.
'ihe haaic objective i r, to maintain a continuous surveillance (by digital or analog record) of the noteorological parareters involved in the atnonpheric dispernion of radioactive effluent releases, and to have the data available a t. any time for asse sing the relative ccncentrations and doses resulting from accidental or routine releases
'l he restorat ion of t he data collection in the event of equipment f ailui e or malfunction will be accor,plinhed by prompt replacenent of 30 affected equipment, A stock of 5.pa t e part., and equipment is maintained at the env i ronrient al dat a st at ion to minimize and short en the periods of outages.
Equipment malf unct lons or outages are det ected by field personnel during routine or speelal checks.
Equipment outages and data abnomi it les can be detected by review of data display-in the reactor control room and at the Meteorological Forecaat Center in Mut.cle 'ihoa l s,
Alahana.
In eit her of the latter two instances, when an outage or oyntemat ic data di, repancy for one or more of the critital data itens occurs, the appropriate maintenance personnel will be notified frnediately.
Th. detailed procedures for such notification will be finalized, along wit h the docur:ent at ion of the procedures for the meteorological forecast program to support the radiological emergency plan, prior to initial inel loading.
O jlY 10 2.3-ISe
IP:P-30 1
Meteorological data and records, for use in routine and special assessments and report preparation on anblent levels of effluent releases, and their related environmental impqcts, will be provided as necessary.
30 Special requirements for these programs will be included in the 11a r t svil l e technical specifications and the radiological emergency procedures which will be completed prior to initial fuel loading.
I I
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2.3-15f JAN 181980
liNP -30
!! ode l__f o r the 1 -ilou r and H_-ilou r_Av e r ip nLr'e r iod s Atmospheric dilution factors (K/Q values) were calculated for the 1-hour and 8-hour averaging periods using a Gaussian centerline building wake diffusion equat.on presented in AEC Regulatory Guide 1. 3 as :
1 X/Q
=
nEEo (1) y z and (o + hI
=
(2)
The following restriction on E E was observed:
yz EEI 1o a yz y z
!!odel f or the Averaging Periods Greater than 8 Ilours Dispersion factors were calculated for the 16-hour, 72-hour, and 624-hour averaging periods using; a Gaussian sector average difussion
[30 equation presented in ALC Regulatory Guide 1.3 as:
\\/Q
=
(3) o xU For this model, it is assumed that sufficient time elapses to allow the plume meandering to uniformly spread across the 22-1/2-degree do.nwind sector.
Locations for Which X/Q Values Were Calculated and Effluent Release Zones Atmospheric dilution factors were calculated for two location categorier--
(1) site boundary (exclusion area), and (2) outer boundary of low population zone (LPZ).
The effluent release zones at the llartsville plant were assumed to originate from three locations--(l) Release Zone 1, all potential release points in Plant A; (2) Release Zone 2, all potential release points in Plant B; (3) Release Zone 3, an envelope of all potential release points on site.
X/Q Values for Site Boundary (Exclusion Area)
Each release zone was considered individually in calculating atmospheric dilution factors at the site boundary. The distances from each effluent release 2.3-17 JAN 181980
HNP zone to the intersections of the 16 compass point directional sectors with the site boundary of the exclusion area are shown in Table 2.3-47(T).
These distances were used only for computing the 1-hour av,erage X /Q values.
The hourly average wind speed and atmospheric stability were obtained for a given hour in the period from February 1, 1973 - January 31, 1974. These data were used with equations (1) and (2) to calculate a X/Q value corresponding to the site boundary distance for a particular release zone.
This procedure was repeated for each release zone as frequently as there was valid hourly neteorological informatian available during the 12-month period.
The calculations resulted in a list of hourly X/Q values for each of the three release zones which were tabulated into cumulative frequency distributions and are shown in Tables 2.3-48(T), 2.3-49(T), and 2.3-50(T) corresponding to Release Zone 1, Release Zone 2, and Release Zone 3, respectively. The 5th and 50th percentile and average values of atmospheric dilution factors for each release zone were also computed and are tabulated below.
Atmospheric Dilution Factor at Site Boundary 5th Percentile 50th Percentile Average 3
3 Release Zone (sec/m )
(sec/m )
(sec/m3) 1 0.335 x 10~
0.415 x 10 0.948 x 10 '
~
2 0.387 x 10~
0.441 x 10 0.106 x 10~
3 0.385 x 10~
0.470 x 10 0.109 x 10~
A more conservative yet less realistic approach consisted of using the above procedure except selecting the shortest distance f rom each release zone the site boundary of the exclusion area and calculating the atmospheric to dilution factor for all directions using this fixed distance. The minimum dis-tances as shown in Table 2.3-47(T) are 1094 meters, 1177 meters, and 1097 meters for Release Zones 1, 2, and 3, respectively.
The calculations resulted in a list of hourly X/Q values for each of the three release zones. These values were tabulated into cumulative frequency distributions as shown in Tables 2.3-51(T),
2.3-52(T), and 2.3-53(T), corresponding to Release Zones 1, 2, and 3, respectively.
The 5th and 50th percentile and average atmospheric dilution factors are tabulated below.
O 2.3-18
NNP-10 A t rno s phe r i c Dilution Earter at Outer Boundary of LP7.
Averaging 5th Percenti,le 50th Percentile Average Time (sec/m3)
(sec/n3)
(sec/n3) 8-hours 0.564 x 10
' 0.586 x 10 0.153 x 10 16-hours 0.970-x 10 0.191 x 10' O.332 x 10
-5 3-days 0.717 x 10 0.186 x 10-0.272 x 10 26-days 0.391 x 10~
0.184 x 10~
0.218 x 10 2.3.5 Long-Term (Routine) Diffusion Estimates 2.3.t.1 O Qective.
In this section, calculated average annual atmospheric dispersion factors (X/Q) are reported at specified distances for routine releases from the llartsville Nuclear Plants. A dispersion equation is applied h0 which accounts for initial dilution of gaseous etfluents in the building wake.
A joint frequency distribution of wind direction and speed b;- atmospheric stability class based on onsite cieteorological data collected during i!.e period February 1, 1973, to January 31, 1974, is used in calculating X/Q's.
The joint frequencv distribution is presented in Tables 2.3-40(T) through 2.3-46(T).
2.3.5.2 Calculations. Average ar.nual atmospheric dispersion factors are calculated for locations along 16 radial lines corresponding to the najor con-pass points drawn from the center of the nuclear plant complex. Calculations in each of the 16 sectors are made for the site boundary and for the centers of sector elements defined by radii of 1, 2, 3, 4, 5, 10, 20, 30. 40, and 50 miles. There are three effluent release points f or each unit at the llartsville Nuclear Plant'.
However, rather than treat cach release point individually in the atmospheric dispersion calculations, a rectangular envelope enconpassing all release points is drawn around the reactor, turbinc, auxiliary, and radwaste buildings of both plants. The distances used in perforcing the X/Q calculations reported in this sect ion are rcar.ured f rom this envelope.
Table 2.3-58(T) lists the distances tron the envelope to various points in cach sector.
Figure 2.1-2(T) illustrates the two plant zones and also the envelope of all release points, i.e., Zone 3.
2.3-20
IINP-1 Atmospheric dispersion calculations are based on a building wake model described,by Davison.
The avergge annual atmospheric dispersion factor 1
is given" by:
at any point of interest x wind stability 1/2 8peeds types f
"*C (E ) u i
J-where 2,x/16, the sector width at downwind distance W
x from the 1
envelope.
wind speed 1, m/s, u
=
f frequency with which wind speed u
occurs in the sector of
=
g interest during atmospheric stability class j, (E ))
(c ) +
the vertical standard deviation of the plume
=
(modified for the ef f ect of "uilding wake dilution) at the dis-stance x for stability clast j, meters, (o )
Pasquill vertical standard deviation of the plume at the i
=
distance x for stability class j, meters, c
parameter that relates the cross-sectional area of a building
=
to the size of the turbulent wake caused by the building, A
minimum reactor and auxiliary building cross-sectional area, m.
=
In the expression for (I ), c is assumed to be 0.5 and A was computed as 1
the area of Figure 2.3-45(T) with the dimensions indicated. The value of 2300 m was obtained.
Table 2.3-58(T) lists average annual x/Q values for the liartsville site.,
2.3.6 References 1.
U.S. Atomic Energy Commission, ORO-99, A Meteorological Survey of the Oak Ridge Area, page 377, Weather Bureau, Oak Ridge, Tennessee, November 1953.
2.
t!.S. Atomic Energy Commission, ORO-99, A_Meteorolo @ al Survey,of,_t g 0ak Ridge Area, page 192, Weather Bureau Oak llidge, Tennessee, November 1951.
3.
I,ocal Climatological Data - Annual Summary With Comparative Data, 1972, Nashville, Tennessee, U.S. Department of Commerce, 1973.
2.3-21
imp-5 Ceni.er 11111 and Lor del l Hull Dama Un'hr uornal operating conditions there taa y b e p e r i od s o f several hoort cat h day when there are no releases from the dams; however, average daily flows at the site have been less than 1,000 cfs only 0. 2 perc ent of the time and h.ive i.e en le.s than 2,000 cfs 2.2 percent of the time The sudden shutd wn of all gineratfor, unitc at either Cordell flull or Old 11t ch or y Dam, can pt orhv e s u r y.e 5 in 011 Hickory Reservoir that develop reversals of flow.
For short periods flow at the plantsite can be in an upstream direction.
2.4.11.4 Future Centrol.
Futur-added cent rols which could alt er low flow conditions at the plant are not anticipated because no sites that would have a significant ini lm nce t(nain to be developed.
2.4.11.5 l' l a n t Requirenents All safets related cooling water for each plant is furnished by the Essential Servlie Wat er (LSW) System sprav ponds.
These ponds (two ponds per each two unit plant) have adequate storage to shutdown and maintain shutdown of the plant for 30 days without requiring makeup water.
Therefore, low river flow has no irre d i a t e effect on the safety of the plant.
The mininum safety related flow rate (f.c., the ESW system flow rate) is 15,000 gpm per unit and t he ma x imurr f low rate is 30,000 gpa per unit.
The t o t.i l minimum flow rate for each two unit plant is 30,000 gem and the maximum is 60,000 gpm.
The normal naximum spray pond water level is appcoximately elevation 542.5 and the minimum level elevation, after a 10-day shutdown period with no makeup, is approximately 528.5. The spray pond bottom is at elevation 526.5, 5
The essential service water pumping station invert elevation is 517.85.
Therefore, the FSW pumps have a mlnirum submergence of 9.4 feet at the end of the 30 itay period.
This will provide adequate t;FSH for the pumps.
The essen-tial service water system is de: rribed in paragraph 9.2.1.1 and the ESW pumping statien is rhewn in Figures 1.2-6(r) thteuch 1. 2-9 f T).
Blowdown discharge frem the sprav ponds is routed to the condenser ett-culating water blowdown system for release to the river (see Subsection 2.4.12 for discussion of effluent dinpernfen).
2.4.11.6 lleat S ink Depeny ab il i ty Requ i r emen t s.
The ultimate heat sink depend-l ability is discussed in Subsection 9.? 5. The ultimate heat sink (spray ponds) is not used as a source of f ir ewa t er.
Water source < for the fire protection system are descr ibed in Subsertion 9.5.1, 2.4-21 050975
p.r 2.4.12 Environmental Accertc.,te of Lifluents 2.4.12.1 General Considerations.
Liquid discharges f rom the ihrtsville complex may be categorized as radiolen f r a l,2 thermal and chemicas.
Liquid effluents released to the envitonment shall Int lude occasional small amounts of rad-wastes, treated sanitary vastm, rooling tower blowdewn, neutralized demineral-izer recenerant thenicals and blot ide wastes Environmental actt ptance of these wastes will be enhanc ed by designing and utilizing systens which will pro-duce an effluent quality which meets local, state, and federal effluent reg-ulations. Waste treatment systens having relenses to the environment were selected f rom a number of al t erna t ive system designs based on a cost / benefit assessment.
A detailed discussion of the weighing and balancing of economic costs, engineerine factors, and environnental inpacts tot each of these systems is provided in Chaptur 10 of the Environmental Report.
f 2.4.12.2 Footine Releases 2.4.12.2.1 Thetual.
The effects resulting f rom the dissipat ion of vaste heat i
i I
from the condenser circulating water system will be minimized by using closed cycle natural draft cooling towers.
Cooling tower blowdown will be discharged frem the cold leg.
The blowdown is discharged into the Cumberland River via a multiport diftuser.
The diffuser will be located at a depth of 26 feet below minimoa pool (442') and will extend about half the width of the river channel.
1he diffuser system will be designed and oriented in such a manner that good dilutten will t e assured under most flow conditions. Preliminary studies ind i-cate that a dilution factor of 10 within the mixing zone could be obtained with flow conditions as low as 3600 cfs.
This level of dilution is sufficient to meet thertnil critoria. Sheutd rivet flow drop below 3600 cfs provisions are made to suspend blewdown until more desirable flew conditions are reestab-lished. Preliminary est imate Indicate that blowdown may be terminated for over 30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br /> without reduction in load or increased potential for scaling in f
the condenser circulating water system.
2.4.12.?.7 Chemica l and _ San it a ry Was t es.
Chemical and t reat e ' sanitary wastes shall be released to the environmont through the blowdown ditfuser. The chemi-cal forms released include: 1) neutralized spent regenerant solutions,
- 2) small amounts of chlorine (resulting from biocide treatment) and 3) concen-trated suspended and dissolved solids resulting from the concentrating effect of cooling tow 7r operation. All sanitary wastes released to the environment have been subjected to secondary treatment.
All chemical and treated sanitary 2.4-22
Hf1P-30 S= ll e n - e2 1
+
eg S = Settlement in layer H = Initial thickness of layer.
ei = Initial Void ratio of material before loading e2 = Final Void ratio of material after loading The rate of settlement will be computed using consolidation-time curves determined f rom laboratory tests and an analysis of field conditions for each soil layer.
The procedure to be followed is described in most textbooks on soil mechanics.
The allowable settlement criteria for the diesel generator fuel storage tanks, the supply valve stations and the return valve stations will be based upon the amount of deflection that the associated piping and electrical connections will be able to 30 wit hsta nd.
Piping and electrical conduit penetrations will be designed with packed sleeve connections at their junction with structures to accommodate differential settlements.
Results of preliminary calculations show that ultimate settlements are small due to the fact that the foundation pressures under these structures are low.
Also, much of the ultimate settlement of the structures will occur during construction of the structures, thus reducing the amount of 30 deflection the connections must withstand.
Settlements of earthfill supported Category I structures will be monitored using settlement monuments for the purpose of detecting differential settlements.
2.5.4.11 Safety-Related Criteria for Foundations 2.5.4.11.1 General.
The foundation material beneath Category I features will be either in situ soil, controlled fill, or in situ rock.
Structural loads are transferred to this material through concrete foundations.
The configurations of these foundations vary but all are some form of either a mat of a spread footing.
Some of these f oundations rest on mass concrete placed on bedrock.
Detailed foundation descriptions are found in subsection 3.0.5 of the PSAR and also in the same subsection of G ES S AH.
The foundation pressure and type of foundation anticipated beneath such Category I feature are shown in Table 2. 5-34 (1).
2.5.4.11.2 Bearing Capacity of Rock Foundation.
Reference Subsection 2.5.1.2.13.
2.5.4.11.3 Soil Strength.
The ultimate bearing capacity for Category I soil-supported foundations will be determined by methods such as those outlined by Terzaghi (see Terzaghi, 1943).
The maximum allowable bearing capacity will have a factor of safety of 2.5 with respect to the
\\
2.5-40n JAN 181980
HUP-30 3.5 MISSILE PROTECTICU (GESSAR)
Addition:
The BOP structures are designed to resist missile impact according to Section 3.5.4 of GESSAP.
Question 130.17 provides additional DOP missile design information.
Justification:
This addition clarifies the design approach to be used by TVA.
3.5.1 Missile Barriers a nd Loadings (GESSARL Exception:
3.5.1.6 ESW Spray Pon1s, Pumping St.ation and Valve Stations 30 (1)
All ext erior concrete walls above grade.
(2)
Concrete roof decks.
(3)
Spray ponds Justification:
GESSAR Pa ragraph 3. 5.1. 6 lists portions of a cooling water intake structure.
The above exception lists those 29 structures of the Ilat tsville Plants' ultimate heat sink.
Addition:
3.5.1.8 Diesel-Generator Fuel Storage Tanks
( 1)
Earth over burden and/or (2)
Concrete roof slab.
3.5.1.9 Intake Pumping Station
( 1)
All exterior concrete walls above grade.
(2)
Concrete roof slab.
(3)
Additional missile barriers will be provided for safety 29 related equipment within the pumping station as shown on Figure 2. 5-554 A (T).
Justification:
'Io add a structure that is designed to withstand missile effects.
3.5.2 Missile Selection (GESSARL 3.5.2.1 External Missiles (G ESSA [Q 3.5.2.1.1 Ext ernal Missiles from Plant Equipment Failures (GESSARl.
\\
3.5-i JAN 181980
Ill1P -30 Addition:
3.5.2.1.1.6 Turbine Missiles 3.5.2.1.1.6.1 Potential Missile sources and Missile Chatacteristics.
T he llartsville turbine generator units were manufactured by Brown Boveri and Company.
Erown Boveri turbine generators have never experienced a major structural failure of a rotating part that resulted in missile-like pieces leaving the turbine casing during some 13,971 turbine years of operation.
The llartsville turbine generator units consist of tour double j
f low turbine cylinders, one high pressure and three low pressure.
The high pressure rotor an well as the low pressure rotors are a 11 built according to the normal Brown Boveri st andard design which has been used with success through the decades.
The rotor is built up by a number of discs which are welded together.
This principle allows stress levels to be held low and permits small l
disc elements to be checked easily.
i While evaluating [otential missile sources, the high pressure I
section was eliminated as a potential source because all rated I
s ped missiles would be contained by the turbine casing and because the highest stress level in the rotating parts of the high-pressure section is only one-half that of the corresponding stress in the low-pressure section.
Therefore, the rotating parts of the high-pressure l
I I
I I
1 l
l I
I I
I
\\
i l
0 l
3
JAN 181980 l
l
mW - 8 section c in wi t he,tand the 'iaximum pas illal e theoretical speed of 3600 HPM (200%) wi e lum t incurring;laraue.
I'r e m riama ge s de n c r i t.ed in t e c h n i r. a l literature, it was ileformined t ira t.
mont d.unaqe occutt, die n the r o t t, r disc lreak: i n t. o ' bro, or tout pi ccc-For ' his analysis, the assumption ua-made tho' t'n-r r. t o r dinct will bre.k into three nrymont: since this a s s unT' i en to ults in disc fragrents which po nens the maxirmm p"
- ible encray.
The size and weight of
<'ach 120" low ptcr.more disc segrrent which could result in a nis ile are as follows:
Average crosnp)ectional Disc No.
Weight (lbs)
Area (ft 1
13,3GO 15.08 2
12,100 13.92 2
8, 16 0 13.2 4
16,600 15.7 3.3.2.1.1.6.2
'I ur b t ne tti sn t le l't ol"e t ion Critoria.
The tarbine nisH lo pt< tect t on er t' er ia util17e G n the astjn of the Hartsvillr t!uc le ar Plant w a ': that the crcbability of unaccep t al.1, danage emld not be significant.
In this inntance, a signifitant hazard in one having a probability of c a n'; 1 n g unacceptable damage aleave a value on th" erder o' 10-7 per year pet turbine-generator not at the p l a n t-Una"ceptable damage war conridored to be damago In safety r" lated inntallations and ntructures which are eserntial te niint ain conell t tons in accordance with the guideliner specified in Icel91on.
- 3. 5. 2.1 l. 6.1
! < nttal Mafety-Pelated rX{fFty-related equiprout i: IIyment Installationn and S t r uc t o r.'s.
1ho ess nt ial inntaTlations and structutes at the plant are t hm" whone lons would lead to conditiorr. in excase ei t he guidolinen getified in 10cf P100 Items in thtt ra'egory are those in which a
-ingle tri ke by a dangerous t ur biru-nintile could result in a los-of the capability
'o function in the manner needed to meet thes" quideline;.
At the Hartsville Mucir ar Flant, these are thr
(.2 ) four reactor recondary containment (shiold) rioildingn, (b) npent fuel pits and (c) four con t a i n."en t fan i c o n" The It a' ton or t he ;"
- nortial c a f " '. y - r e l a t e d equipment t i.s t a ll it i r re and st r ue t m ( s md the i r tolationship to the potential turbine mir:ile source < are nhown in Figure 3.5-1 P1 ),
lhnu af.ty-relat
.I iu pi t pro n t inni alla t ii>nr an:1
.r ructur.<
not con ;iric' o 1
'ontial for the preservation oI c-
.afety if : t i u,.; k b) a danip r out: tur hine minntle wete those tha* are redundant and Ta ra t ect suffictently to make a loss on safety capability invu]nerable to a ;in J e turbine 1
missile strthe.
Included in this group are the:
(a) heating and ventilating equirment installations
),,j 071115 O,D
- D F
, ".s d..
d t a} J' iJ'ai S
u.
HNP-7 3.7 SE1SMIC DESIGN (CESSAR) 3.7.1 Seismic _ Input (CESSAH)
~
3.7.1.1 Design Response Spectra (CESSAH)
Addition:
T.c design response spectra uhich deffne the unrettory ground motions of the Safe Shutdown Earthquake for BOP Category I structures are shown in figures 2.5-503(T) and 2.5-504(T) in section 2.5.
These spectra are normalized to 0.18 g and will be scaled up to 0.20g which is g
the maximum horizontal and vertical accelerations for the SSE.
These spectra are for de'ning of 1 2,4, 5,
7, and 10 nercent nr critical I
and are developed from the NRP Pegulatory Cufde 1.60.
The Operating Basis Earthquake is equal to one-half of the Safe Shutdown Earthquake with a maximum acceleration of 0.10g for both horizontal and vertical motions. These earthquake motions are applied at the foundation level of each Bof' category I structure as discussed in section 2.5.2.9.
Justification:
The Applicant wishes to supply information on seismic design of structures outside the scope of CESSAR.
3.7.1.2 Design Response Spectra Derivation (GESSAJR. Addition: Three artificial earthquake records, two statistically independent horizontal and one vertical, have been developed so that the response spectra produced from these earthquakes will envelope the appropriate horizontal and vertical site seismic design response spectre.
Fi ures 3.7-1(T) through 3.7-12(T) show a comparison, B
for different damping ratios, of the response spectra derived f rom the time histories of the two statistically independent horizontal earthquakes (A end B) and the site seismic design response spectra. Figures 3.7-13(T) through 3.7-18(T) show the same comparison for the vertical motion. Table 3.7-1(T) lis ts the system period intervals at which the response spectra will be calculated.
The statistical independence of the two horizontal earthquake records has been established by a correlation analysis of the two records.
The normalized correlation coefficient for time displacements of record B with respect to record A of -1.00 second to +1.00 second for time increments of 0.01 second has been computed and is shown in Figure 3. 7-19(T).
The correlation coefficient provides a measure of the statistical dependence of the two records.
A value of 1.00 would indicate perfect correlation (i.e., A and B would be identical records), whereas a value of 0.00 would indicate com-pletely independent records extending over an infinitely long period of time.
Due to a finite time duration of the records and discretization approximation 3.7-1 070375
HNP -30 O
of the records, a small value of the correlation coef ficient can be expected for two statistically independent records.
Figure 3. 7-19 (T) shows that for no time displacement of record B with respect to record A (being the way in which the records would be used), the value of the correlation coefficient is 7
-0.0288 or less than 3 percent of perfect correlation.
TVA's consultant, Dr. C.
Allin Cornell, developed the three 7
artificial earthquakes.
Appendix 3.7-A contains his report on the generation of artificial time histories.
Justification:
The applicant wishes to supply information on seismic design of structures outside the scope of GESSAB.
3.7.1.3 Critical Damping _ Values (GESSAB) 3.7.1.4 Bases for Site Dependent Analysis (GESSAR)
Addition:
A site dependent analysis is not used to develop the shape of the design response spectra used for the BOP Category I 7
structures.
Justification:
The applicant wishes to supply information on seismic design of structures outside the scope of GESSAR.
3.7.1.3 Critical Damping Values (GESSAR) 7 7.1.4 Ba ses for site Dependent Analysis (GESSAR)
Addition:
A site dependent analysis is not used to develop the shape of the design response spectra used for the BOP Category I structures.
Justification:
The applicant wi-hSs to supply information on seismic design of structures outside the scope of GESSAR.
3.7.1.5 Soll-Supported Category I Structures (GESSAR)
Addition:
The Category I structures supported by engineered granular fill are listed below including the depth of fill over bedrock.
Other structures identified in GESSAR are founded on i
rock.
St ructures Depth _ (f t)
- 1. Diesel Generator Buildings (8 bldgs) 10-45
- 2. Diesel Generator Fuel Storage Tanks 10-25 g
- 3. Control Buildings 10-30
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3.7-2 JAN 181980
litIP -30 The supply valve stations and the return valve stations are 30 supported by in situ soil or earthfi;1 ranging in depth from 0 to
~5 feet.
Justification:
The applicant wishes to supply information on seismic design of structures for the flartsville tiuclear Plants.
3.7.1.6 Soil-Structure Interaction (GESS AN)
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3.7-2a JAN 181980
HtJP -30 3.8 DESIGli OF SElSMIC CATEGORY I STRUCTURES 3.8.1 Concrete containment Vessel (Not Used) 3.8.2 Steel Containment Vessel (GESSAR) 3.8.3 Concrete and Structural steel Internal structures 3.8.3.1 Drywell 3.8.3.1,1 Descri gion of the Structure j GESSAR) 3.8.3.1.2 Applicable Codes, Standardh and Specifications (GESSARL 3.8.3.1.3 Loads and loadin_g Combiaat ions (GESSAR) 3.8.3.1.4 Design and Analysis Procedures (GESSAR) 3.8.3.1.5
_ Structural Acceptance Criteria (GESSARL 3.8.3.1.6 Materials, guality control 1 and Special Construction Techniques.
3.8.3.1.6.1 Concrete.
Plus additional requirements of TVA General Construction Specification G-2.
TVA's concrete materials and quality control techniques (Construction Specifica tion G-2) deviated from ACI-ASME 359 code requirements and AtJSI !!4 5. 2. 5.
A delineation of these 130 differences is listed in the response to Question 130.23.
I Exception:
TVA may une preplaced aggregate concrete in certain areas because of congestion of st ructural reinforcement and pipe penet ra tion s.
The construction technique which will be used is described in ACI 304-72.
TVA's quality assurance requirements for the installation, i ns pect ion, and testing of structural concrete used in the construction of Category I features is in accordance with At:SI N45. 2. 5 with the exceptions stated in the response to question 130.23.
The QA requirements for the preplaced aggregate will also be in accordance with ACI 359 30 except that the scaled strength specimens with copper sheet liners and copper caps will not be obtained and prepared.
In lieu of this, TVA will do the following:
During the proportioning studies, two sets of three cylinders each will be made for each mix.
Cne set of cylinders will be cured ia accordance with ASTM C31 and one set will have each cylinder enclosed in two independently sealed polyethylene bags before being placed in ASTM C31 standard curing conditions.
One cylinder from each group will be tested at 3 days and two will be tested at 28 days.
t
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l 3.8-1 JAN 181980 i
i
IINp -30 I
For each specified Latch or each 100 cubic ya rds or f raction thereof of grout placed each day, a set of six test cylinders will be made in conformance with CRD-C84.
The type of cure producing the lowest strength at 28 days for the proportioning 30 studies.will be used to cure al1 job strength specimens.
Two cylinders will ha tested for compressive strength at 3 days two I
at 28 days, and two at 90 days.
l l
Justification:
The applicant wishes to add additional requirements of his own construction specification G-2 which are i
not part of General Electric's standard design.
3.8.3.1.6.2 Heinforcing Steel (G ESSARL 3.8. 3.1. 6. 3 Structural Steel (G E SS AR,j,
{
3.8.3.1.6.4 Control Test for Concrete (G ESSARL f
3.8.3.1.6.5 Evaluation of Test Results {GESSAIQ i
3.8.3.1.6.6 Mechan icaljca ldweld ) Splices for Febar (G ESSARL 3.8.3.1.6.7 Construction Codes of Practice (GESSAR).
Addition:
Plus additional requirements of TVA general s pecifica tion G-2.
l Justification:
The applicant wishes to add additional I
requirements el his own construction specification G-2 which are not part of General Electric's standard design.
3.8.3.1.6.e uua11tv Contro1 (G ES SAR)
I 3.8.3.1.7 Testing and Inservice Survei1 lance Requirements l
(GESSAR) l l
3.8.3.2 Weirwal1 (GESSAR).
Exception:
Pa ra graph 3. 8. 3. 2. 6 should reference Pa ragraph 3. 8. 3.1. 6 of the llar tsville PSAR instead of GESSAR.
3.8.3.3 tjpper Pool (GESSAR).
Exception:
Pa rag raph 3.8.3.3.6 should relerence Pa ragraph 3. 8. 3.1.6 of the If artsville PSAR instead of GESSAR.
3.8.3.4 Reactor Shield Wall and Pedestal (GESSAR) l Exception:
Paragraph 3. 8. 3. 4. 2 should ref erence the exceptions to ACI 318-71 taken in Paraqraph 3.8. 4.7. 2 of the flartsville 30 PSAR.
3.8.3.5 Pipino an] Equipment Support Structure (GESSAR)
O JAN 181980 3.8-2
llNP_30 J.8.3.6 Other Internal Structures (GCSSAR)
Ex ce pt io ns :
Pa rag r aph 3. 8. 3. 6. 6 should reference Paragraph i
- 3. 8. 3.1. 6 o f the llartsville PSAR instead o f GESSAR.
Pa r ag raph 30
- 3. 8. 3. 6. 4.1 should reference the exceptions to ACI 318-71 taken in Paragraph 3.8.4.7.2 of t he, Ila r t sv i l le PS AR.
J.8.3.7 Testinq and Inservice Surveillante R equ ir eriIe n t s (GESSAH)
?.
3.8.3.8 Containment Interfaces f
1.
HilR lle a t Exchang e S i z i ng details:
The s tanda rd plant HilR heat exchanger will be designed for the containment cooling requirement K in BTU /sec that is required fo r a LOCA with 100 F service wa te r.
Other details of the standa rd hea t exchanger are:
Tube side fouling factor - 0.002 Shel1 side fouling factor - 0.0005 2.
Bypass leakpath test program:
Leak testing of secondary containments to verify capahi1ity of 1eak tightnev, at normal negative pressures during operation will be acconplished during operation j
tests of the standby gas treatment system.
The IOOOSCFri decay hea L removal fan wilI be started and al1 inlet duct dampers closed except those in the air duct from the po rtion o f the secondary containment being teited.
The pur pose of the test will demonstr ate that the inleakage is less than the rate to change the air volume once in 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />.
The SCPM ilow rate to verify thin requirement will be neasured by a calibrated flow measurinq device located in the air duct at the wall of the secondary containment under test.
The air flow neasurement will be observed when the seconda ry cont ainment volone has been evacuated to the negative air pressure specified for this secondary containment volume durinq normal operation.
'I h i, preasure will be measured by calibrated pressure sensing devices.
Local readouts a c r o r, i b o t h the Ilow measuring device and the pressure sensing devices will enable veri fication o f the t e s t.
results.
These devices will be calibrated to ensure accuracy.
3.u-3 JAN 181980
IIN P -30 0
3.
The Sizing of ECCS Screens & RHR Suc t io n Piping:
RllR suppression pool inles screens will be selected for 200A flow capaci ty wi th mesh to limit particles passing larger tha n -1/4 inch.
Suction pipe size is 24 inch.
A c t. u a l acreen dimensions will be shown when design is ava ilab le.
There are no interfaceu with BOP s y s t em r,.
3.8.4 other Se i stai c Ca t ego r y I Structures (GESSAR).
Deletion:
Other seismic Category I structures wh ich a re not part of the Reactor 1:;1 a nd are the c oo l i ng water intake structure and the diesel generator f ue l-o il-s to rag e-tank vaul t.
Addition:
Other seismic Category I ;t r uc tur es which are not part of t. h e Reactor Island are the EbW pumping station and associated structuren, the d iese l gene ra to r f ue l-o il-s to r ag e tanks, and the spray pond ultimate heat sink.
Justiticattan:
'l h e raa t e r t a l above in within the a p p l i c a n t ' ',
scope of responsibili ty and spec i f ically desc ribes the Hartsville I
Nuclear Plants.
3.8.4.1 Shield Building (CESSAR)
Ex ce pt io n:
Paragraph 3.8.4.1.6 should reference j
F ragraph 3.8.3.i.6 of the !!a r t sv i l le PSAR instead of j
Paragraph 3.8.3.i.6 of GESSAR.
Paragraph 3.8.4.i.2 should 30 reference the e x cept io ns to ACI 3i8-71 taken in j
Paragraph 3.8.4.7.2 of the Ila r t sv i lle PS AR.
3.8.4.2 Auxiliarv Buildina (GEb3AR)
Exception:
Paragraph 3. 8. 4. '. 6 should reference Paragraph 3.8.3.i.6 of the lla r t sv i l le PSAR instead of Paragraph
Pa r ag r aph 1.H.4.'.2 should reference the 30 exceptions to ACI 318 -71 taken in Paragraph 3.8.4.7.2 of the Hartsville PSAR.
N G
MN 181380 3.8-30
HU P-30 3.8.4.3 Fuel Building (GESSAR)
Exception:
Paragraph 3.8.4.3.6 should reference Paragraph 3. 8. 3.1.6 of the Ha rtsville PSAR instead of Paragraph 3.8.4.2.6;of GESSAP.
Paragraph 3.8.4.3.2 should reference the 30 exceptions to ACI 318-71 taken 'in Paragraph 3.8. 4.7. 2 of the Hartsville PSAR.
3.8.4.4 Control Building (GESSAR)
Exce ption:
Paragraph 3.8.4.4.6 should reference Paragraph 3. 8. 3.1. 6 of the Ha rtsville PSAP instead of Paragraph 3.8.4.2.6 of GESSAR.
Pa ragraph 3. 8. 4. 4. 2 should reference the exceptions to ACI 318-71 taken in Paragraph 3.8.4.7.2 of the Hartsville PSAR.
30 3.8.4.5 Radwaste Substructure (GESSAR)
Exception:
Paragraph 3. 8.4.5.2 should reference the exceptions to ACI 318-71 taken in Paragraph 3. 8. 4. 7. 2 of the Hartsville 30 PSAR.
3.8.4.6 Diesel Generator Puilding (GESSAR)
Exception:
Paragraph 3. 8.4. 6.2 should reference the exceptions to ACI 318-71 taken in Paragraph 3. 8.4.7. 2 of the Hartsville PSAR.
30 3.8.4.7 Essential Service Water ESW)_ Pumping Station and Associated Structures Exception:
The material in 3.8.4.7 is supplied to replace the material in GESSAP.
3.8.4.7.1 Descri ption of Structures.
The ESW pumping staticn is a reinforced concrete box-type structure housing the Essential Service Water Pumps and the electrical equipment associated with the pumping station (see 29 Figures
- 1. 2-6 (T) through
- 1. 2-9 (T) ).
See Figure 2.1-18 (T) for location of the pumping station.
The valve stations are small 30 reinforced concrete box-type structures which are soil supported.
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3.8-3b
HUP-30 3.8.4.7.2 Applicable Codes, Standards, and Specifications.
Unless otherwise indicated, the design and construction of the BOP Category I structures are based upon the appropriate section of the following codes, standards, and specifications.
Modifications to t hese codes, standards, and specifications are made where necessary to meet the specific requirements of the structures.
A. American Concrete Institute (ACI)
ACI 315-74 Manual of Standard Practice for Detailing Reinforced Concrete Structures ACl 318-71 Building Code Requirements for Reinforced Concrete With exceptions as noted below (see Appendix 3.8 A for justification) :
Section 6. 3. 2. 4:
Replace existing section with the following:
All piping and fittings except as provided in
(
- 6. 3. 2. 5 shall be tested for leaks before concrete i
placement.
Pressure tests shall be in accordance with either ASME Section III, ANSI B31.1, or the 30 National Fire Codes (NFPA 13, 14, 15, and 24), as i
applicable.
Otherwise, pressure testing shall meet the following requirements.
(a) The testing pressure above atmospheric pressure shall be 50 percent in excess of pressure to which piping and fittings may be subjected, but minimum testing pressure shall not be less than 150 psi above atmospheric pressure.
(b) The pressure test shall be held for 4 hours4.62963e-5 days <br />0.00111 hours <br />6.613757e-6 weeks <br />1.522e-6 months <br /> with no drop in pressure except that which may be caused by air temperature.
N O
JAN 181980 3.8-4
11111' - 10 Section 6.3.3:
Add new section as follows:
6.3.3 All piping containing liquid, gas or vapor pressure in excess of 200 psi above atmospheric pressure or temperature in excess of 150 F shall be sleeved, insalated, or otherwise separated from the concret e and/or cooled t o limit concrete stresses to design allowables and to limit concrete tempera tures to the following:
(a) For normal operation or any other long term pe riod, the temperatures shall not exceed 150 F, except for local areas which are allowed to have increased temperatures not to exceed 200 F.
30 (b) For accident or any other short-term period, the temperatures shall not exceed 350 F for the interior surface.
Iloweve r, local areas are allowed to reach 650 F f rom fluid jets in the event of a pipe failure.
(c) liigher temperatures than given in Items (a) and (b) may be allowed in the concrete if tests are provided to evaluate the reduction in strength and this reduction is applied to the design allowables.
Evidcnce shall also lx3 provided which verifies that the increased terrperatures do not cause deterioration of the concrete either with or without load.
ACT 347-68 Recommend Practice f or Concrete Formwork ACI 305-72 Recommended Practice for flot Weather Concreting ACI 211.1-70 Fecommended Practice for Selecting Proportions for Concrete ACI 304-72 Recommended Practice for Measuring, Mixing, and Placing Concrete N
JAN 181980 3.8-4a
HNP-10 codes permit stress increases and valid plantic analysis demonstrates structural
'7tegrity.
For loading conditions pertaining to the postulated gas pipeline explosion, see the raaponse to NRC question 130.22,-
, 10 Concrete Structures Peinforced concrete structures are designed for ductile behavior, that is, with steel stresses controlling.
Design of concrete structures shall satisfy the most severe loading com-binations based en the load factors shown below to be used with the capacity reduction factors d from Section 9.2 of ACI 318-71.
Cane Description Required Strength 1.
Normal Operating U - 1.4D + 1.7L la.
Normal Operating U - (0. 75)(1.4D + 1. 7L + 1. 7To + 1.7R,)
2.
Seismic Operating U = 1. 4D + 1. 7L + 1. 9 E 2a.
Seismic Operating U - (0. 75) (1. 4D + 1. 7L + 1. 9E + 1. 7To + 1.7R )
2b.
Dead + Seismic U - 1.2D + 1.9E o
3.
Norcal Wind U - 1.4D + 1.7L + 1.7W 2
3a.
Normal Wind U - (0. 75) (1. 4D + 1. 7L + 1. 7W + 1. 7To + 1. 7R )
3b.
Dead + Wind U - 1.2D + 1.7W o
4.
Extretw Seismic U-D+L+T
+ E' + R g
o 5.
Extreme Wind U=D+L+To+W
+R o 6.
Temporary Construction U - 1.4D + 1.4L e 7.
Probable Maximum Flood U-D+F Load factors of 1.0 nre used in design where:
1.
An overload condition would increase stability or accrease material requirements when applied to dead or live loads in combications with earthquake loads.
2.
The probability of an overload occurring simultaneously with the l
occurrence of all other loads in a particular combination is remote.
3.
The increase in stress associated with the overload of any one load in the combination is very small in co=parison to the total stress in the member.
4 The conservatism used in establishing a particular load virtually askes an overload situation extremely remote.
5.
The utilization of 6 factors in the 318-71 ACI Building Code assures
.resses in the elastic range for the total load combination.
3.8-7 080375
it!!P-30 Where L reduces the of fects of other loads it shall be taken as the minimum possible value.
In addition to the above, Case 1 will be designed for temperature and shrinkage, in place of Tt, using TVA " Concrete Standards fo r Temperature and Shrinkage Reinfo rcement" as the criteria.
Creep has an insignificant effect on the des ign of relatively massive r einf o rced structures because of its rel ation to stress with time and r ela tively low ope rating stress conditions and because it primarily serves to relieve stresses without encroaching on structural safety.
It is therefo re not considered in the design of these structures.
Structural Steel Structures 1.
Normal operating S=
D+
L iA. Normal operating + thermal 1.5S
=D+
L+T
+R o
o 2.
Seismic opera ting i.0S D+ L + E
=
2A. Seismic operating + thermal 1.5S = D + L+T
+E
& R o
o 3.
Normal wind 1.0S = D + L+W t
3A. Normal wind & thermal 1.5S = D + L+T
& W+R o
g 4.
Extreme seismic 1.6S D + L +T
+ E'
+ H
=
g g
5.
Extreme wind 1.6S + D + L+T
+W
+ R o
t o
3.8.4.7.4 Design and Analysis Procedures.
The ESW pumping station is iounded on rock and will be analyzed as a box, type structures with the roof slab and walls resisting vertical and ho rizontal loads.
The structur e will be designed in accordance with the ACI 318 -71 Code.
The structural design assumes that the loadings a re resisted and transmitted to the f oundation by diaphragm action of the roof slab and shear walls.
The supply valve stationr> and the return valve stations will be concrete st r uc t ur es des ig ned in accordance with the ACI 3i8-71 Code, supported on soil.
They a re also designed as seismic Category I structures.
Concrete barriers will provide missile 30 protection.
The plant A Division II supply valve station will be protected from the po s tu la ted impact of a fuel cask f alling f rom nearby railroad tracks by the supply valve station protective device.
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O 3.8-8 JAN 181980
lit 1I' -3 0 3.8.4.7.5 Structural Acceptance Criteria.
The allowable stresses are as discussed in Paragraph 3. 8. 4.7. 3.
f a ts r i a ls,_gua l i t_y_ Con t rol 3.8.4.7.6.
j t
a nc' special Construct. ion Techniques 3.0.4.7.6.1 Materials Concrete Reference Pa ragra ph 3.8.3.1.6.1.
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JAN 181980 3.8-8a
E N
3.0.4.9.5 Struetural Ac c et t,y e t:1 ita rIa.
Allowalile *resses are an discussed in Paraqraph 3.H.4.7.1.
J. B. 4. 9. ti tttterials,. >u a.l i t y_co nt r o l i _a nd_yt.+.; cia LC oun tge t io n ISSh gly.neg.
Petetence Paragraph 1.8.4.7.6.
_ u r v.. i ) J a nt:e b mtu t i emen tn.
3.8.4.9.7 Te n t i gj a n f I p rvice Reference Paraqraph
.l. H. 4. '/. 7.
- 3. H. 4.10 In'ake l'oirp i nu
..t i t iiin.
't h" i n t. a r'. ' - [ umpiriq station is not cl.sr ;i t led an a sei t.n t e La t.
qor y I
.tructure linre it will not he de:;igneil !or ci.mic e vent ?.
However, th" tntake punping
.a l e t y-t ela t ed structune, and theterore sta t ion i:. con t;i de r ed a is includei in this uvet ion.
J 8.4.10.I lyn:ratt ion at
.tructure.
'I h e int a ke pumpinq station in a reintorced conctete, t o x - t y p., rock-sulptted, structure housing t he coolin
- t. owe r ma' 'up pumps, hiqh pr e,su r e tire rumps, and the ra w service water }
.u.
Elect r i cal eipsi;cm nt asnociated 29 wi t. h t he pumpinq
..t a t i on will te housed in a reinforced concrete structure 'iu[po r 1. < il I)y q r a rill 1.t r Iill al J a c e 41 t to t ht-
[unping uta + t on.
The intate eumping st at ion and ad jacent electrical t.uilding ar.
<h-ened t<> pr evi le 'ornado pr ot ect ton for the ESW makeup wa s r pun [ s and a rnoc ta t e'l eq uipmen t.
All of t he structm al t eat ur e: of the intab puupinq ntation and adjacent electrica' equi pent tiu11 ding ate shwn on Fiqute 2. 5-55 4 A (T).
The i oun la t. ton con li t i on!. I e nea' b + hi-int a ke pompany statien are are deb C r i t'ed designated an e i t !.. r i. < > n e D or aus-i:.
Th+ ;r t oi.
in nuhne 't ion /. 5.1. / s ist t he l' ink.
The t i na l me t invin of i.
n.
are also deuctibed in f ounitat ion t r eat me nt t e.t the r
nubnection 1. 5.1. /. '4 a: well a:
1.v i n 1 t i l l u'.t ra t ed in f iqurs 2.5-555 (T).
- 3. 8. 4.10. /
Applicatle ( oi b :,, Jtapdards, and Specit1 cations.
Delet to sul> paragraph I.H.4.1./.
3.H.4.10.1 Ica !! and h >ad i ng_t ombi nat i on:.
Ioads and loading comi inat lon!. shall 1+
in accordance wit h ACI l i tl-11 plus the loads and load codinationn in iaraqrsphs 3.R.4.7.3 (case S) and 3.8.5 (canes 4 and 6) tor tornado loading.
1.0.4.10.4 I *e.; i gn / r. i t (; 1: and P r < >c + ilo r. ?.
The intake [u.mping
.i: a l'o x-t y pe stat ion in f < ninde i voi rock. i n:i sil1 ie anilyiei
.l.tb
.in 1 wal15 r + m i.t in q virtIc 1 1rol
- t turturr wi+h the o.if h<ir i zont a l l< tail.
- l h e -
.'rn-*ist, wiil la-d.
npi' ! In acco r -lan c e -
w a t li tt-Ar 1 11D-11 e si b.
'T he
.t r u. t u r.i l ils.iegn.i- ;une5 that the 1 t I < il ' < > 'he f oomia t n oii ty lo.s it n<i:.
ar.
t" ;1.te,i ami e r.uc 1
dia[ihraqm.s e t i < ni ad r enst
.lat, i lov)r
.l.it<.,
and du ar walls.
The electracal e<pli p me rit butIlinq wt11 lu-a concret. structure, deaiqued in accor dance wit h ACI 118-71 c o, l e, supported on qranular till.
prit h of t h e ". e n t t uct ur e ar e d.
iqn.1 i on t or na.h w i nd and t or nado--qener a t ed mi s i l e a: do ner it ";l in ea..ctraph 1.J.2.
All na i et y r el a t ed e-qu ipment w i t. h i n the int a ke pumptnq s t a t i or. is
. r - lC b ll1 hr so m o
a llN P-10 protected from tornado-generated missilen an shown in Fiqure 2. 5-5 5 4A (T) and decerited in Subsection 3.5.1.9.
3.8.4.10.5 Structur a1 Acceptance Crit eria.
Allowable strennes chall Le in*accordance with ACI 318-71 and as de'icribed in Paragra ph 3. H. 4. 7. 3 for tornado loading.
3.8.4.10.6 Materials,_gu Mi_ty Controh and Special Countruction Techniques.
Feference Pa ragra ph 3. 8. 4. 7. 6.
- 3. 8. 4.10. 7
'f r.7y i ryj an<l Innervice Survei11ance Iequiremontn.
Reference Paragra[,h 3.8.4.7.7.
3.8.5 Foundations and Concret e Supports (G ESSAlQ Exception:
Paragraph 3.8.5.1.3.
Justi!ication:
Loads and load combinations on foundationn are furnished by the applicant f.or the BOP Caegory I structuren i j30 the lia r t sv ill o PSAP.
- 3. 8. 5.1. 3 Loads and Load Combinations.
name - an paragraph 3.0.4.7.1.1.
I n addi t ion t he following load l
( ombi na t ione a r e used t.o ch< ek against sliding and overturning t oe to earthrjuaken, winds, and tornadoen, and against flotation due to floods:
I Minimum Factors of Satety 1.
1.5 D + !! + E
=
Overturning 2.
- 1. 5 D + 11 + W
=
3.
1.10 D + 11 +
E'
=
4.
1.10 D + 11 + W
=
t S.
- 1. 5 D + 11 + E
=
Sliding 6.
- 1. 5 D + 11 + W
=
7.
1.10 D + 11
- E'
=
8.
- 1. 10 D + H + W
=
I L
F lo t a ti c.,
9.
1.10 D + F
=
l 10.
1.50 D +
F'
=
and F are alco as defined in paragraph where 1),
E, W,
E',
Wt 3.H.4.7.1.1 a nd 11 in the lateral earth pressure.
F' is defined as the huoyant force due to normal groundwater.
x 9
l JAN 181980 3.8-12Lb
113F-25 3.8.6 Piping niel Ele, yrical I enetrat ionn (GMuuAH) 3.6.7 neference (cic 3AR )
3.8.8 Ability of ".einnic rn+frery I Structures to Perforn Despite Failure of Non-Cntegory I St ructures It The structural integrity of all Enlance of Plnnt and Nuclear Islsnd Cate6ory I I
facilities is ensured during extreme design banin evento.
These events include l2$
the dasign basis tornado nnd the nnfe shutinwn eart hqunke.
Neither a non-Category I ntruct uro on a whole nor n dinlode,ed portion or nppurtenance of i+
can damns,e any Cat" gory I feature nn a result of the extreme seismic or wind event loadings.
I It in accumed that rtny rtructure which hun not been denignei for the extreme design-banin events will collapne an l nunt olther ponnonn nufficient ceptr-ntion frem the nonrest Cat eg :ry I nt ruct ure r be denigned such that their impact e ffects are e< >n'.rolle 1.
In tho Inttor enne tho non-Category I structures R$
nre denigne1 such that tho it; nct ef f ect n of t heir failure would be lenn Levere than that which would renult fran the irpa-t annneinted with decign-banin tor-nado missiles. Sufficient separation i: eensidered to be a horizontal elear distancf between the structuren which in equal to the height of the non-I Category I structure above the plant grn le surrounding the structure.
'4here a non-Category I ctructure doec not moet the criterin stated above, it is l
designed to withstani extreme design-basis event loadings.
A dinlodgement of any portirn or oppurtenance of a non-entecory I ctructures which do not fall within the tornalo-minnile d" sign npcetrum will be re-ctrained in n manner noch that they ennnot b"come ninnilen. The turbine buildine, 250-ton ernna in denigned with seinmic rantraints that prevent it from being knocked frcm the turbine building cran" cirdero during the extreme l(p seismic event.
The poonibility or water tanks, mounted en the roof of the turbine building, beccming mirailes in prevente1. The tanks, their suppcrts, and the supporting structure nre all designed to renist the extreme design-basis 6 vents.
The reinforced concrete encanenent of the condenser cooling water conduit under the Radwncte building (see fivurer P.5-55P(T) and 2.5-553(T) for locntio:1) will be designe i for the applicable extreme design - basis evente described above. The encasenent will be decigned to cupport rndwncte building foundation precsurec due to ctatic and cite-cpecific seinmic loads.
The conduit liner doon not serve any cafety-related functions. The liner will serve both as fornrsork for the placement of encacement concrete and as leakage protection.
1.5 The plant A west founintion wall nn1 the plant B ennt founiation wall of the Central Service Facilitien (see figures ?.5-552(T) and 2.5-553(T) for location) will be designe i for the applienble extrene denign - basis events described above. The retaining wall in decigned and analyzed an a counter-fort retaining wall.
The counterfort retnining wall is a reirtforced concrete retaining wall that cerves ac nn exterior wall for the Central Service Facility and in addition retains the granular fill un terneath the Control Building and the Diesel Generator lbilding. The retaining wall is supported on sound rock or fill concrete.
3.8-12c 121776
lit 1 P-30 Resistance to overturning of the counterfort retaining wall is enhanced by the une of anchor rods in the heel slab of the retaining wall.
Sliding of the retaining wall is prevented by the floor slab of the Central Service Facility.
Table 3. 8-1 (T) describes the design basis for above grade non-Category I structures.
Where sp?cified, these structures will be 30 designed for the following design basis events:
Concrete:
U =
D + L +Wt U
D + L +
E'
=
Steel:
- 1. 6S =D + L+
Wt
- 1. 6S = D + L+
E' w he re U, S,
D, L,
E',
and W
. ire defined in Section
- 3. 8.la. 7. 3 t
wit h the except ion t aken to'WL that tornado missiles wi11 not be considered in
- t. he ne design loadings.
Tornado minoiles will be considered in these design loadings for the intake pumping 30 s ta tion only.
O N
O 3.8-12d JAN 181980
lit P-30 A r?PE!1DI X 3.8A J USTI F ICATIO:1 FOR TESTIt!G E!!HEDDED PIPES PER APPLICABLE tiECHAtlICAL CODES Ill LIEU OF ACI-318 1.
Leakage te"
.iq of the piping t o the t ypical mechanical code requirementn of a 10 minute duration iollowed by an inspection of all weld joints under the test presnuren in a more ntraightforward tent and much < anier to cont rol under field conditions.
Many va riable f actorn such as air temperature, initia l temleratures of pi.e and fluid, coefficients of l
t herma i expansion of the mat er ials, and volume of gan trapped within t he system can influence the pressure in a piping system during a 4-hour t ent as would he required by nect ion 6. 3. 2. 4 of ACI 318-71.
Therefore, it in practically i mpos s ib le to verify what part of the prennure change would be attributed to a drop in ai r temperature which is the only allowed correction under ACI 318-71.
2.
ACI 318-71 does not require a direct visua l examination of all we ld joints for leakage.
Direct visual examination is required by the mechanical coden.
- 3. Temperature increases in the piping syst em during a 4-hour test could significantly increaue the p; os so re in the piping system greatly above the maximum a llowable test pressure on hot nunny days thus potentially having a worse offeet on the concrete than a 10-minut e mechanical code test.
The system would have to be carefully monitored during a 4-hour ACI 318-71 test, no that the pressure in the pipe would not exceed the 200 psi allowable at ACI 318-71.
In a test demonstration on a hot nunny day the test prensure increased from 225 psi to nearly 400 psi during the 4-hour holding time required by,ACI.
- 4. The 150 psi minimum tent pressure specified by the ACI codes could violate the maximum test pressure allowed by the ASME Section III code.
For example, ACME Section III requires piping systems to be tested to 125 percoat, plus 6 and minus 0 lercent, of the 'lenign p re n c u re.
Consequently, ASME nystems with a design prenuure of less than approximat ely 115 psi would be nonconforming to ASME requirements when tested to ACI 310-71 req u ir e me nt s.
Alno, increases in temperature during a 4-hour ACI test. could easily exceed t.he ASME maximum pressure.
- 5. Chemicals that may be transmitted through embedded piping could have a detrimental ef f ect on the s t ruc tu ra l integritf of the concrete.
TVA wi.11 evaluate any piping carrying chemicals and will either remove those linen from the concrete if the chemicals are detrimental to the integrity of the concrete or provide justification in the FSAR that the chemicals will not damage the conctete in the event that a break in the piping occurs during the life of the plant.
N JAN 181930 3.8 m
!!!!P-30
_ TABLE 3.H-1(T)
DESIGli CHITEFIA FOR T1Cil-CATEGORY I STH tJCTtJP ES Structures Which are Designed to Withstand Loads Associated with St ruct ure Meets Structure Const the Ext reme Category I Design Separation Crit of Light Mt.ls (1)
Basis Even t s ( 2) 1.
Service Bldg 1.
Central Service 1.
Turbine Bldg Facilit y
- 2. Office Bldg 2.
Covered Per-
- 2. Central Service Facility sonnel Access Foundation Walls (3) *
- 3. Security Bldg 3.
CCW Conduit Encasement (4),
29 4.
Make-up Water 4.
Intake Pumping Station (S) *
- 5. CCW Treatment Bldy 6.
Relay Bldg
- 7. CCW Cooling Towers f2. All Storage Tanks 9.
Intake Pumping Station 30
- These structures have safety related functiono and Quality 29 Assurance applies as noted in Chapter 17 (Table 17.1 A-3).
( 1) Materials which will not damage nearby Category I structures in the event of collapse.
(2) Events are the safe shutdown earthquake and the design-basis tornado wind loading except: as noted.
( 3) Only the west wall for Plant A and the east wall for Plant B.
(4) The portion of the encacement under the Radwaste Building.
(5) Events are the design basis tornado wind, depresburization, 29 and tornado generate < missile loadings.
\\
JAN 181980
i lit 1 P-30
- 5. 0 R EACTOR COOJLAlfr SYSTEM TABLE GE Cot 1TEffrS f311f 5.1 SUMMAltY DESCRIPTIOt1 5-1 5.2 IllTEGRITY OF REACTGR COOLAtTr PRESSURE BOUT 1DARY 5-1 5.3 TilERMAL llYDRAULIC SYSTEM DESIGli 5-1 5. 14 REACTOR VESSEL At3D APPURTEt1AtJCES 5-1 30 5.5 COMPot1Et1T At1D SUBSYSTEM DESIGI!
5-1 5.6 It1STR UMEffrATIO!1 APPLICAT1071 5-1 5.7 H EFERE!;CES 5-1
\\
5-u S-ii JAN 181980
I 1P!P-9) i 5.1 SUMMAhY DESCHIPTION (GNISAl')
5.2 ItJTEGHITY OF F EACTGH CUOLAt;T Pl<ESSub E Pou!!DAPY l
- 5. 2.1
!)enign of fosu t o coolant
_Prenuur e_ Boundary _( oingdrien t n (GESSAH) j 5.2.2 Oprprennurization Prot ect. i on (G ES SAH) 5.2.3 General Mat erial Con s i de ra t. i ou n (GESSAH)
- 5. 2. f4 F_r a c t_ u r e 'I ough ri.,. (GESSAH) 5.2.5 Austenitic Stainles. St eel 5.2.5.1 Cleani ry3_.in.1 Cont.uninat i on Prot ect ion Proceduren Acidi t ion:
I i na i cicaninq ot nyut em: shal1 inelude ver i f icat ion of i etaova 1 oi t.enpoiaty matkinqn i r o;a e xt. crna 1 nu rf acen of piping arni comi.onents which exceed 200 F durinq nor ma l or accident.
conditionn.
- 5. 2. 5. 2 Solut ion Hea t Trea t ment Peguirement, (GESSAH)
- 5. 2. 5. t4
_Unntabili zed Aunt enitic St.ainleso St eeln (GESSAH) 5.2.5.5 Avoidance of Menn i t-i zat i on (GESSAB)
- 5. 2. 5. fi l
Ert ert;ing Unnt abi l ized Aunt e nit i c
';t. a i n l e',
St cein Exposed t o Senn i t i n i rig _Tegre ra t.u ren (G E.SSA F)
- 5. 2. 5. 7 Control at Del t a Ferrit e (G ESS Ali) 5.2.6 Pump _Flywiee1u (GESSAH) f 5.2.7 Feact or Cool ant Pre,nure Bound gy Ieakage Det ee t i on Syntem (GESCAN) 5.2.8 1nner vice Inspection Pr ogryg (G ESS AF) 5.3 TilFPMAL IIYDH AUI.IC SYSTEM DESIGtJ (G S SA H) 5. f4 NEACTOR VESSEL AtJD APPUH'IEllAt CES (GESSAH) 5.5 COMPOtJEtJT AtJD SUI 1 SYSTEM DES I Gil (GESSAF) 5.6 INSTHUMENTATIOtJ APPLICATIOt1 (GESSAF) 5.7 HEFEH Et;C ES (GESSAH)
\\
3,3.i JAN 181980
6 IIN P - Di d.
Aqqreqate.
'l e ' : t -
ata-q u'e i l imi liv f F4 5. /. $ which alpe,ir inapptopriale t o cet t a i n a'pJt e ga t e..
A carefully nelected cr unbed lime it :uir line.ppir oga l e uhoille! rio t r e<pii r e tent iruj for i nor <;a n i c impur it le.
At t er t e it n have been est ablished t hat a t 1.o r ou g h l y wanhed a<p;rega t e han negliqible minor No.
200 ; i e ve mat er i a 1, repeat t est a should not le t erpiire al da i ly.
'I VA re<lui n en seriodic reinnpoetion of the < pia r r y.nvl would re,pii r e the tests l i n t ed w i t h 6-n.on t b i t erpiency in t N4 5. ?. 'i o n l y if an inng eet ion revealnl a e h. n e p ' in st r at a or ot he r evidence i ruli ca l i ng t hat therr application war des i r a bl e.
c.
Water and ice.
See 1.h above.
The chemical t e n t 1, in CRD C
'4 0 0 a r e lo rlodica l l y r elv at ed, and tepaated any time a chan<p-in tbe wa t.c r i: sun; ect ed.
'I b e at rengt h t est would be re;cated only it chemical t ent n tequits changed nigni t i can t.ly.
L.
I'ly anh.
roe 1.a above.
In ad lit ion, the 101 lowing ily anh uni f or mi t y t e quir enent s shall apply:
l' the specific I
yr avi t y ch.uup', more fhan 10 [ erce nt from the value used in determining t he weight of fly anh in the concrete mix le i ruj used, the we i qht sha11 he ad justed t.o maintain the absolute volume of anh.
If tju-pe r ci n t re't a i ru"]
<>u ihe No.
129 '; i e V' ' changes more than 10 [ crcen t.up, poi nt l Iron the a ve ra ge of the
)g precedinq iive
- t. e S t. !,, the cement cont ent of concrete MIXen nhal1 ie ad just ed, u n l e',, previous conerete testn indicate an ad junt ro nt i', re tt nruohol.
'l h e [ * *r cen t chanqe in cement cont ont
- hall Iv> (49 - ha 1 I i hi' [.o r cen t.a ge po i til change, wit h the cement cont eat. i nc re,i n i n g if the }ercent retained l
increanen and the cement cont ent decreaninq if the percent retained decreanon.
q.
Cement.
'I VA a cce p t n manu f act u r ers ' mi ll t en t.n which a re to r oprenelit no note i ha n 400 tonn.
TVA maken t en t.n at qreater int er va in which mont check manutacturers' 9trength
}
t ent wit hin 600 pni or duplicatr t ents a re required.
l h.
For t he in procenn t e ; t ',, 7VA will conf orm t o the ANSI tHIS. 2. 5 ca rtp l i nq ! r mpiency Ior the tly anh tentr, and the requi rtul aqqr oga t.e toutn.
1or t.he wa t er, the tent frequency wi11 he 2 months.
11.
dote, ettnlorm to ACI 2 114.
'I V A r e spii r e' t h.i t no more
- t. ha n l
10 percent of t tin ;t rervit h t en t results he below t he niccified nt t engt li !or 91*u:i t i ed nt t e nqt h: mpia 1 1o or gr eat er than l
3000 pni.
For lowe r ut rengt h cc>ncret e, 20 imrcent of the l
st rengt h t.e ;t renul ', may im below the speci t i ed at rengt b.
Such concrete in uned where a bat ch ot comewhat lower nt rength concrete in tiot crit ical and wher e hydration t emper et ure limitat.ionn a re cr i t.ica l.
ACI 318 ap;, lie' t he criteria that I
Riao.23 JAN 181980
a
~
f l
I ll!1[L 30 i
- t. h e averagen of all nets of tbree connecutive strength tent renult s at least equals the <;peci[ied st reng t h and
- t. hat not more than 1 of 100 strengths tent results will be more than 500 pni helow t he specified strength.
IL the standard deviation of the strength t.ent renults in 500 psi, the required overntrengths, f roh t he three criteria range between 6'40 pui and 670 psi.
We do rio t believe that ihe t hr ee eriter la pr od uce nigni f icant. ly di f f et ent
'it r enyt.h renu t t r..
ACI 3111-71 ntaten that. accept abil it y in baned on no ntrenyth
- t. e n t-result being more t ha n 500 pni below the ;pecified st rengt h, bu t. i t n comment.ary and ACI 301 points out t hat 1 tent in 100 probably will le.
TVA s peci f ica tions require 3-da y t ent:, and an i nventiqat ion i f renult n are below a specified limit no as t o pr event incorporation of very low strength concrete in a structure.
fl. TVA requirtn cer tain inspectton, exami n.i t i on, a n d t o';t.
pornonnel qualiticationn t o be documented.
1 enponnihility f or examination and certif icat ion of these irulividualu han l een e s ta blin hed.
'Ibene certifications do not correspond to the levels establi shed in At:31 tit 45.2.6 which in re ferred in At1SI Ul4 5. 2. 5, except f or nondes tructive examiria tion ( tide) personne..
IJI)E personnel are certified in accordance with S !1'l
'I C-1 A.
Thin in dincunbed in Chapter 17.
O O
JAN 181980 01J0.21