ML20050B965
| ML20050B965 | |
| Person / Time | |
|---|---|
| Site: | River Bend  |
| Issue date: | 03/29/1982 |
| From: | Schwencer A Office of Nuclear Reactor Regulation |
| To: | William Cahill GULF STATES UTILITIES CO. |
| References | |
| NUDOCS 8204070633 | |
| Download: ML20050B965 (10) | |
Text
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28 M RTedesco Local PDR ASchwencer ACRS (16)
JStefano EHylton q
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,J, ocket Nos.(42/4alf a
OISE Region IV Resident Inspector sir. Williou Lahill, Jr.
SHanauer 9
Senior Vice President RMattsor.
hiver uend huclear broup HThompson
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bulf 5tates Utilities Co.apany RVollmer 3
- v. U. box 2951 RHartfield, N A ceaumont, TeAus ///04 MD! jrh 1 A4830 F
k AI attn:
tir. J.L. Booker
Dear lir. Cahill:
3 4
suuJect: diver ueno station (Units 1 and 2): uraf t Acceptatice br1 1
tor : ark 111 LUCA-Related Pool Dynouic Loads We have cosapletec, fur boilins water reactor facilities using a iiark Ill contain:..ent, the developr.ent of our draf t acceptance criteria for pool dyriamic loaus associated with a loss-of-coolant accicent (Luca). Our acceptance criteria for these loaus, including their bases, will be l
issued shortly in a draf t version of a 1.unto accupent. We will torward d copy of this draft huRf u to you ano other interested parties for co c.ent by about mid-April luct. We anticipate issutny the final version of this #40 tut.L docuuent dealing with LUCA-related pool cynamic loads by mic-auly 19b2.
In order to expedite the review process for your facility on this catter, we dre senoing you, in the enclosure, the craf t acceptance criteria in auvance of the dratt hunt.u document.
We request that you indicate whether jour tacility satisfies our draf t acceptance criteria for LUCA-related pool dynamic loaus. We require that you respond no later tnan slay 31,19u4, so tnat we can include our evaluation of your response in the River bend st.k to De 1:. sued in Uc Luber 19o4.
If you have any questions on this uatter, please contact the Project sianager, J. 5tefano, at (aul)492-9630.
dincerely, A. Schwencer, Lhief Licensing bronen ho. 2 utvision of Licensing tnclosure:
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As stated
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PDR ADOCK 05000 unc A IFFICIAL RECORD COPY usam ini-um
e Mr. William J. Cahill, Jr.
Senior Vice President River Bend Nuclear Group Gulf States Utilities Company
- Post Office Box 2951 Beaumont, Texas 77704 ATTN: Mr. J.E. Booker cc: Troy B. Conner, Jr., Esquire-Conner and Wetterhahn 1747 P.ennsylvania Avenue, NW Washingto,n, D.C.
20006 Mr. William J. Reed, Jr.
Director - Nuclear Licensing Gul f' States Utilitias Company Post Office Box 2951 Beaumont, TX 77705 Stanley Plettm'an, Esquire Orgain, Bell and Tucker Beaumont Savings Building Beaumont, TX 77701
-v' William J. Guste, Jr., Esquire Attorney General State of Louisiana P.O. Box 44005 State Capitol Baton Rouge, LA 70804 7
Richard M. Troy, Jr., Esquire Assistant Attorney General in Charge State of Louisiana Department of Justice 234 Loyola Avenue New Orleans, LA 70112 A. Bill Beech Resident Inspector P.O. Box 1051 St. Francisville, LA 70775 a
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APPENDIX NRC _ Draft Acceptance Criteria for LOCA Related, Mark III Contcinment Pool Dynamic loads The following draft ac eptance criteria were developed from the staff's re-view of Appendix 3B of GESSAR II 238 Nuclear Island (GESSAR) and the support-ing analytical and experimental programs as referenced therein. The staff has determined that the procedures described in the GESSAR are acceptable for evaluation of the Mark III containment response to LOCA-related pool dynamic loeds with the following except ns, modifications, qualifications and/or clarifications:
1.0 Pool Swell loads 1.1 Pool Swell Velocity
~
The water slug velocity V to be used for the determination of slug drag loads, as well as slug impact loads as prescribed in 1.2,1.3 and 1.5, below,-
shall be determined from the relation:
2.6 1.'6
=
y max for H less than 10 and V = V,,, for H ! 10.
In these relaticns,'V is the slug velocity in feet per second (fps), Vmax equals 50 fps and H denotes the height (in feet) above the initial pool surface.
1.2 Pool Swe.11 Loads on Structures Attached to the Containment Walls The GESSAR II specification for these loads is given in Section 38.6.1.5.
It is based on steady drag at a flow velocity of 40 ft/sec. The specification needs to be modified to inake it acceptable.
ENCLOSURE
..l
2-(1)
If the local pool swell velocity, as specified in Section 1.1 above, is greater than 40 ft/sec, the drag pressures obtained by the GESSAR specification shall be multiplied by the factor (V/40)2, where V is the local pool velocity in ft/sec.
(2)
If the frontal area of the structure is not immersed prior to pool swell, it will experience an impact force. This must be included in the specification.
For half-wedge protrusions, the force history during impact shall be
~
determined from Fig' Ore 1.2.1.
The local velocity of impact (needed in Figure 1.2.'1) shall be taken from the specification in Section 1.1. -
For horizontal ledges, the impact force shall be determined in the
~
~
following manncr:
(a) The force history will have a triangular shape as shown in. Figure
- 1. 2. 2.
)
(b) Determine the hy'drodynamic mass of impact (per unit area) for f.lat targets from Figure 6-8 of NEDE-13426P. Use b (and not b/2) for target width.
(c) Calculate the impulse using the equation 4:
)
Ip = p V x (32.2) (144) where:
Ip = impulse per unit area, psi-sec 2
= hydrodynamic mass per unit area, lbm/ft, from (b) above.
V = impact velocity, f t/sec, determined according to Section 1.1.
w.
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., A %-ew--
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d Y
e 3-Calculate the pulse duration from the equation (d) b
= 0.02 Hy-2-
t e.
where:
= pulse duration, sec t
H
= height above the pool, feet b/2 = width of the ledge, feet
= impact velocity, ft/sec, determined according to Section V
1.1.
will be obtained using the following equation:
(e) The value of Pmax P
= 2I /t max p
where:
the peak pressure amplitude, psi.
P
=
max 1.3 Bulk Impact Loads on Small Structures "Small structures", in the present context, are defined as beams and pipes
~
Forthesestructuresthebul[ *.
with lateral dimensions no larger than 20 inches.
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38.10.11 of GESSAR II, is accept-impact specification, as described in Section 380.3.2.33 of Attachment able with the specific limitations discussed in Section 0 (Question / Response 38.33).
These' limitations are:
Targets must have combinations of widths and natural frequencies (1) 38.33-1, 2, 3 and 4 indicate them to be in the "GESSAR that figures conservative" region with respect to the V = 50 ft/sec pool velocity curve.
There are no structures smaller than 4 feet long.
(2)
There are no structures closer than 6 feet above the pool.
(3)
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For those structures that do not meet limitations 2 and/or 3, the l
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pulse width ar.d amplitude of the bulk impact specification described in Sec-l r
4 tion 38.10.11 of GESSAR II should be modified as follows:
.t (1)
For structures smaller than four feet long, reduce the GE speci-t I
fied pulse width (7 msec for radial oriented structures; 2 msec for circumferential oriented structures) by {. where x is the actual
.l 1
length of the structure in question.
l (2)
For structures closer than six feet above the pool', reduce the GE specified pulse width by {, where y is the actual elevation of structure in question.
3 For structures less than 10 feet above the pool, the am'plitude may be re-l l
duced by H
(2.6 - 1.6 7) d A
V
\\ TO 2
100 A,ax V
max I
where A is the amplitude at a structurt H feet above the pool i
surface and A is the GE specified amplitude for bulk impact 2.
max on small structures above the pool.
~~
- l 1.4 ~ FrothimpactLoads The froth impact specification is, applicable between an elevation of 19 5
feet above the pool and thr HCU floor.'
Over open areas of the HCU floor this specification extends to an elevation of 26 feet for structures and 28.5 feet for pipes. Between these el,evations and 30 feet above the pool the froth drag specification in GESSAR II, Section 38,12 is applicable.
The forcing function for froth impact shall be an isosceles triangle i
with a maximum amplitude given in Figure 1.4.1.
The pulse duration shall be i
i e
4
5-A l
chosen such as to give a maximum DLF with a triangular pulse.
For elongated
'str ctures that span the annulus of the wetwell, pulse durations shorter than u
50 esec need not be considered.
- 1. 5 Drao Loads The GESSAR'!! specificati'on for drag loads on small structures, as de-i j
scribed in Section 3B.10.2, is acceptable with the following limitation.
If the i
local pool velocity, as specified in Section 1.1 above, is greater than 40 f t/
i sec, the drag forces obtained by the GESSAR II specification shall be multi-plied by a (V/40)2, where V is: the" local velocity in ft/sec.
6 i
f 2.0 Loads on Submerged Structures I
I The procedures for the computation of loads on submerged structures as de-l scribed in Sections 3.B.8 to 3.B.8.1.7 and attachment.L of GESSAR are acceptable f
j subject to the limitations and/or modifications of Section 3.B.0.3.2.31 of At-j tachment 0.
In particular, th'e computation of acceleration loads on non-cylin-drical structures and the evaluation of standard drag for C0 loads must be based )
l on the Mark I Acceptance Criteria (NUREG-0661) as described in the respo6ses to questions 3.B.31(b.ii), (c.ii): and (c.fii) in Attachment O.
2 e
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O m
m m
-,sp e_w e-4m e.s o.
p
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l I
i L
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2 Vb p
2 t = time, seconds
.f 3
f = density, slugs /ft I
Drag l
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s 5
8 8
9
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0.
1.0 1.5 2.0 2Vt/b Figure 1.2.1 Impact Force '(per unit length) on Wedge-Shaped Protrusions from the, Containment Wall e.
e D
e
,,~a&4
- e a
____~_7
- * = = - =.
--.=-+-e.
l i
7-1, l
l b
+ 2+
l I
i i
7 Y
A 1
p t
max 8
I V
i 1
e i
1 1
1 i
t l
i
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4 i
1 I
T
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Figure 1.2.2 Impact Pressure on Horizontal Ledges Attached to Contain-i, ment Wall j
w-*
..-..-...----..---y-
'=
='
2___:: :L _L _L~_: _ _ _ L_':_
6
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8-I i
i I
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l l
l I
e i
20 l
1 4
6 c
1 m"
i e
g m
1 en b
j e
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i jg l
- i ~
Froth 1
Bulk e
l Impact
.S Impact a
gh r
}
C l
no b
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a 8
e 9
9 I
t a
a a
1 O
/4 17 18 19 20 2/
22 25 24 2s" Target Height Above Pool, Feet 4
Figure 1.4.-1 Maximum Pressure due to Froth Impact as a Function of Height Above Pool Q;-
-- - = - -~~= ====== -
= -~=- - :_.
._ _