ML20101G595
| ML20101G595 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 05/28/1992 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Burton B, Cheng T, Tgrao D NRC |
| References | |
| NUDOCS 9206260159 | |
| Download: ML20101G595 (4) | |
Text
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- f1AY 28 '92 01:30PM G E tOCLEAR.' BLDG J.
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,- Standard Plant Rrv n TABLE 2.01 l
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ENVELOPE OF ABWR STANDARD PLANT SITE DESIGN PARAMETERS -
l M:udmum Ground Water Level:
Extreme \\Vind:
Basi: %d Se::i 2 feet below grade
- 110 mph 03 50=ph(2)
/
Maximum nood (or Tsunami) I4 vel:0)'
Torando:(d)
I foot below grade Maximum tornado wind speek M=ph 300 Translationalvelodty:
.Go.57 mph Precipitation (for Roor Design):
. Radius:.
t So 456 ft l
Maximum rrinfall rate:
-19.4 in/hr(8)
. Maximum at:n 6P:
2.0 46 psid '
Maximum snowload:
50 lb/sq. ft.
- Missile Spectra:
Per.?!"b 35.L A %c.k W5 2.
SR Design Temperatures:-
Soll Propertfas:
- Ambicut
. Minimum Beaticg Capaci:y (d:=a:d): IShf M Exceedsne-Values
- Minimum Shear Wave Velo:i:7 1000 fps (9) l
- Mcximu=: 1000F dry bdb/770F coindd:st wet
- Liquification Potential bulb No:: at plant site resulting.
-2 Minimum: 100F from OBE and SSE(7)
E OC Exceedsn - Valu-s (Hie-i:31 Fmid.
Scismology; Maximu=: 1150F dry bulb /820F coin:ident wet OBE Peak Ground Act. !eration (PGA):
bdb C.10g(5) (6)
Minimum:
- Emergency Cooling Water Inl:t: 950F.
SSE Respons: Spectra: per Reg. Guide 1.60
[
- Cond:nser CocI!cg Water Inlet : g.1003F SSE Time History: Eevelop: SSE Response Spectra b-Ill 50-year recurrence interval: value to be'utilised for design of non safety related structures only, II) 100 yect recurrence interval; value to be utilised for design for safety related structures
\\
only.
(3)
Probable maximum flood level (PMF), as defined in ANSI /ANS-2.8, " Determining Design Basis Flooding at Power Beactor Sites."
r o.ooopoo I#)
--la::,:Qyear tornado recurrence intervaV!' :: -'md wemru"h: 1 :- -
- N! ', ' : V L :.:.
(3)
Free-fteld, atplant g ade elevation.
(0)
For conservatism, a value of 0.1Sg is employed to evaluate structurai and component responses in. Chapter 3.
(7)
See item 3 in Sec:!cn 3A.]for addi:ionalinformation.
{
(8)
Maximum value for 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> 1 sq. mile PMP with ratio of 5 minutes to I hour PMP as found in National Weather Source Publication HMR No. 52. Maximum short term rwe; 6.2in/Smin.
l9)
This is the minimum shear wave velocity at low storms after the soilproperty uncertainties
. [
have been applied.
Amendaient 16 2.02 o
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rtw 28 '92 0130Pt1 G E I4) CLEAR BLDG J P. 3M I
.ABWR 2.imooAi
- Standard Plant REV B eq 3.3 WIND AND TORNADO LOADINGS Reference 1. Reference 2 is used to obtain the I. _. )
effective wind pressures for cases which Refer-l ADWR Standard Plant structures which are ence 1 does not cover. Since the Seismic Cat-Scisns Category I are designed for tornado and egory I structures are not slender or flexible, extreme wind phenomena.
vortex sbedding analysis is not required and the above wind loading is applied as a static load.
3.3.1 Wind IAadings 3.3.2 TornadoIAadings 33.1.1 Design Wind Velocity 33.2.1 Applicable Design Parameters Sei:mic Category I structures are designed to withstand a design wind velocity of 130 mph at an The desige basis tornado is described by the elevation of 33 feet above grade with a recur-following parameters:
rence interval of 100 years. See Subsection 3oo 3.3.3.1 for interface requirement.
(1) A maximum torndo wind speed of%3 mph at a radius of %1 feet from the center of the 33.1) Determination of Applied Forces tornado; 40 Go The design wind velocity is converted to (2) A maximum translational velocity rfMmph; velocity pressure in accordance with Reference 1 24o using the formula:
(3) A maximun) teegential velocity ofh mph, i
c ;! n 6 J a s Miw44e S.r.r.& - ;.; J 92
- 0.00256 Kz (IV)2 L lci: A based on the translational velocity of }0 mph; where Mr -the velocity pressure exposure y, oo coefficient which depends upon the (4) A maximum atmospberic pressure drop of+W-type of exposure and height (z) psi with a rate of the pressure change of above ground per Table 6 of L ? arf psi per secondjn nn rd=:M R e f e r e n c e 1.
t.'-+-A 1
= the importance factor which depends (5) The spectrum of tornado-generated missiles on the type of exposure; appropriate and their pertinent characteristics as given values of I are listed in Table in Subsection 3.5.1.4 3.3-1, See Subsection 3.3.3.2 f or interf ace V
= design wind velocity of 130 mph, and requirement.
qz
= velocity pressure in psf 33.2.2 Determination of Forces on Structures The velocity pressure (q ) distribution with The procedures of transforming the tornado height for exposure types C and D of Reference 1 loading into effective loads and the distribu-are given in Table 33 2.
tion across the structures are in accordance with Reference 4. The procedure for transform-The design wind pressures and forces for ing the tornado-generated missile impact into un buildings, components and cladding, and other effective or equivalent static load on strue-structures at various heights above the ground tures is given in Subsection 3.5.3.1. The load-are obtained, in accordance with Table 4 of ing combinations of the individual tornado load.
Reference 1 by multiplying the velocity pressure ing components and the load factors are in accor-by the appropriate pressure coefficients and gust dance with Reference 4.
factors. Gust factors are in accordance with Table 8 of Reference 1. Appropriate pressure Tbc reactor building and control building are coefficients are in secordance with Figures 2, not vented structures. The exposed exterior 3a,3b,4, and Tables 9 and 11 through 16 of roofs and walls of these structures are desigr.ed for the +4r psi pressure drop. Tornado dampers
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UAy 29 '92 01:31Pt1 G E NUCLEAR BLDG J P.4/4
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33A6100AE.
.- Stanslard Plani PIV.B d*
generated from other natural phenomena. The 3M.6 Aircraft llazards gg. des!gn basis tornado for the ABWR Standard Plant ij
'IIthe-V#'/AES&(hfi..c ;c E? maxi;num torwio Aircraft hazards are not a desien basis event 0
windspeed egor espondi:g to a probability of 10EN7 for the Nuclear Island (i.e.110 per year).
per year (M mph)4,-ena4es.:bJige k n 34 ; videferme--S. The other characteristics 3.5.2 Structures, Systems, and s
.s of this tornado rized in TAlc 2-Mr*+c Cornponents to be Protected from 3,lb gn en ini+.*wM,. R&:ac-M. The design Externally Generated Missiles 4
basis tornado missiles are +he-**nh:d d:Mge-
^ " -
ge&<=WRcfc:c;;c S, T:.bic M-L The sources of external missiles which could y SRP 3 5 l.4 tsedcom 1 affect the safety of the plant are identified in 6 ice;-th; ANE!/ANS ?J mesim. : :n do-S ubs e ction 3.5.1.
Certain items in tbc plant w4n6pccd eb pd d" g d ME4 per yceMs-are required to safely shut down tbc reactor and ee'; :. a e m p t ;.b b. - :: d. %Ae4i+--fe maintaic it in a safe condition assuming ao
- g.. :., a.. q_mg :* sd Sates-aedahe additional single failure..Taese items, whether AB'.3G ad e p t u h k e ^ : d:dg: b:.i =d;, i they be structures, systems, or components, must
!! n et n tecust-+e-me+b+he-pidehece-f therefore all be protected from externally
.2 ;%y Ma ' ~% TMp?dTornada4ee generated missiles.
Nu & c: Pow cr Phets/ Pcs-hs-C,1 J C.'.-
Using the design basis (ornado and missile These items are the sefety.related itecas spe:trum as defined above with the design of the listed in Table 3.21 Appropriate safet)
Seistnic Category I buildings, compliance with all classes and equipraent locations are given in of the positions of Regulatory Guide 1.117, this table. All of the safety.related systems
" Tornado Design Classificatics," Positions C.1 litter) are located in buildings which are and C.2 is assured.
designed as tornado resistant. Since the tornado missiles are the design basis missiles, Tb SGTS charcoal absorber buds are housed in the systems, structures, and components listed t
the tornado resistant reactor building and are considered to be adequately protected.
L therefore are protected froc) tb design basis Provitions are inade to protect the charcoal tornado missiles. The offgas system charcoal delay tanks against tornado missiles.
absorber beds are located deep within the turbice building and it is considered very unlikely that See Subsection 3.5.4.1 for interface these beds eculd be euptured as e result of a r e q u ir e m e n t.
design basis tornado missile.
3.5.3 Barrier Design Procedures An evaluation of all non safety-related structures, systems, and components (not housed The procedures by wbkb structures and l
in a tornado structure) *bose failure due to a barriers are designed to resist the missiles design basis tornado missile that could adversely described in Subsection 3.5.1 are presented in impact the safety function of safety related this sectio: The following procedures are in systecas and components will be provided :o the accordance with Section 3.5.3 of NUREG-0800 NRC by the ap.nlicant tvferencing the ABWR (Standard Review Pian).
design. Se: Subsection 3.5.4.2 for icterface r e q uir e m e e t s.
3.5.3.1 Local Damage Prediction 3.!.I.5 Site Prosimity Missiles Escept The prediction of local damage in the impset Aircraft area depends on the basic material of construc-tion of the structure or barrict (i.e., cocerete External missiles other than those generated or.st6:1). The goriesponding procedures are by tornados are not considered as a design basis presented separately. Composite barriers are (i.e.110 7 per year).
not utiliced in the AEWR Standard Plant for missile protection.
Amenernent 14
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