ML20101G427
| ML20101G427 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 05/28/1992 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Poslusny C NRC |
| References | |
| NUDOCS 9206260032 | |
| Download: ML20101G427 (4) | |
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. ABWR Standard Plant _
nAsi:cAn Krv n TABLE 2.01 (R..
ENVELOPE OF ABWR STANDARD PLANT SITE DESIGN PARAMETERS Maximum Ground Water level:
Extreme %d: Basie %~md Spe:i 2 feet below grade 110 mph (1)/130mp(2)
Maximum Dood (or TsunasrJ)I4veh )
Tornado:(4) 0 1 foot below prade
-.Madmum tornado wind speed:
800 h@
.Ttanslationalvelocits Go S;cpb Pnc1pitation (for RoorDesip):
. Radius:
- So 4B ft
. Maximum rainfall rate:
19.4 In/hr(O
. Maximum atm t.P:
li'.o 4 4 psid
. Maximum snowload:
50 lb/sq. ft.
. Missile Speara:
Pet.C2 '/R =4 h<cdcum I SR d 3.5.t.
Desip Temperatuns:
Soll Propertles:
Ambicut
. Minimum Bearing Capacity (de=a:d): 15hf ic: n eeejanee Volu n
.Mi ! mum Shear Wave Velocity 1000 fps (9) l
. Muimu=: 1000F dry bu!b/770F co!:dde:t wet
.Liquilication Potential:
bulb Minimum:.100F No:e at plant sit: resuhing from ODE and SSE(7)
~g E-Seeth evalent h.:311%1t1 Seismologs
. Mui=u=:1150F dry bd/E20F coi:cident wet
. OBE Peak Ground Acceleratics (PGA):
bulb O.10g W (O
. Mimimu=:. 400F
.SSE PGA : 030gW Emergen:y Cochg Watet 1:.let: 950F
. Conde:ser Cochg Water Inlet :.s.100* F SSE Response Spectra: per Reg. Guide 1.60
/',
SSE Time History: Eevelope SSE Response b~
Specua Ul 30-year recurrence anterval: value to be'utilised for design of non safety.related 1
structures only.
Q) 200. year recurrence interval: value to be utilised for design for safety related structures only.
U)
Probable maxtmum flood level (PMF), as defined in AN51/AN5-2.5, ' Determining Design Basis.
Flooding at Power Reactor Sites.*
e O, O op,ecyg
\\, (#) d. ::,: Qye:r tornado recurrence interval,,=M :::
o*4 nymru" H::d :.
.ws: '.u:S :.:.
(3)
Free-field, atplant g ::de elevadon.
(6)
For conservatism, a value of 0.15g 82 employed to evaluate structural and component responses in Chapter 3.
O)
See item 3 in See: ion 3A.]for addidonalinformadon.
M (8)
Ma.rimum 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 3 minutes to I hour PNP as found in National Weather Source Publication HMR No. 32. Maximum short term rate; 6.2in/3 min.
(9) rh This is the minimum shear wave velocity at low storms after the soilproperty uncertainties havs bcrn applied.
Amendment 16 2.o-2 l
TPOM 40?-9251te" 05-20-92 07:34 FM~
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- Sundard Plant REV.E' 3.3 WIND AND TORNADO LOADINGS Reference 1. Reference 2 is used to obtain the
- ffective wind pressures for cases which Refer-
- f ADWR Standard Plant structures which are ence 1 does not cover. Since the Seismic Cat.
~
Seistui: 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 ab -vc wind loading is applied u a static load.
3.3.1 Wind badings 3 2 Tornadobadings 3.3.1.1 Design Wind Velocity j
33.2.1 Applicable Design Parameters Seismic Category I structures are designed to withstand a design ubd velocity of 130 mph at an Tbc design basis tornado is described by the elevation of 33 fect above grade with a recur-following parameters:
rence interval of 100 years. See Subsection 3oo 3.3.3.1 for interface requirement.
(1) A maxi =um terrado wind speed of'266.mpb at a radius of %Q feet from the center of the 33.R Determination of Appiled Forces tornado; 40 Go The design wind velocity is converted to (2) A maximum traas!stional velocity ofMmph; velocity pressure in accordance with Reference 1 using the formula:
29o (3) A znaximum tangential velocity ofh niph, i
- a ! _ ! G n afR d !: ' - ~ !;;.; J qr
- 0.00256 Kz (IV)2
-hfm,% based on the translational where K
-the velocity pressure exposure velocity of]0 mph; y, oo coefficient which depends upon the (4) A rnaximum atmospheric pressure drop of tsi-(
type of exposure and height gz) psi with a rate of the pressure change of above ground per Table 6 of
- 1. 2.+rN p si p e r s e c o n d, n n c ^ d = : c-- M R e f e r e n c e 1.
e
,3; n i 4
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, Se e Subsection 3.3.3.2 for interface V
= desigiwbd velocity of 130 mph, and requirement.
qz
= velocity pressure in psf 33.2.2 Determination of Forces on Structures The velocity pressure (e ) distribution with The procedures of transforming the tornado n
height for exposure types C and D of Reference 1 loading into effective loads and the distribu-are given in Table 3.3 2.
tion across the structures are in accordance with Reference 4. The procedure for transform-The design wind cressures and fcrees for ing the tornado generated missile impact into un buildings, cornpoi
,md cladding, and other effective or equivalent static load on struc-structures at variot
- cih 's above the ground tures is given in Subsection 3.5.3.1. The load.
are obtained, in accordanu with Table 4 of ing combinations of the individual tornado load.
Reference 1 by rnultiplying 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 accorrlance with Table 8 of Reference 1. Appropriate pressure The reactor building and control building are coefficients are in accordance with Figures 2, not vented structures. The exposed exterior
. g..
3a,3b,4, and Tables 9 and 11 through 16 of roofs and walls of these structures are designed for the 44 psi pressure drop. Tornado dampers
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. Sjandard Pl2Nf 224sioors RN B
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ge'nerated from other natural pbeccmens.
The 3.5.1.6 Aircran llazards g design basis tornado for the ABWR Stancard Plant
(
T: M'!!//.NSr (Lima G caximum tornado Aircraft hazards are not a desi win!4 peed or esponding to a probability of 10E47 for the Nuclear Islard (i.e. A 10'gn basis eve per year),
i per year mph)+_ um ac<; 3b-Tigste k o 3G d-bfn::::4. The other charseteristics 3.5.2 Structures,Systerns,and M
of this tornado
.marized in -Tabk 2.0 ", =
Components to be Protected from S.Y,\\
S given in hft:% ?. The design Externally Generated Missiles basis tornado missiles arc + bete:!nd 3::!g:
eitc!!: spe'n cf ";fe:::;cc S, T:,bic M-h.
The sources of external missiles which could y SR P 3.5.1.4 spMru m.1.
affect the safety of the plant are identified in the; tbc M 9/AM: 2.3 =vhca
- d Subsection 3.5.1. Certain items in the plant
- 6 ped =hb;;i R gof:0E-? p yea h are required to safel) sbut drwn the reactor and
- w cr;;uy:bb ::::;d ;hhg-b:;h4t+ maintein it in a salt condition assuming an yp,u y 4. m.tp:a Wh e d S:"= :. <,-ee additional single failu. e..These items, whether AFPR dp:: Sh-= S: h ;'; : b ;;h ;c:24 h. L they be structures, systems, or components, must it 20! reemuy 10 =::: th: guid !b ;; cf therefore all be pro ected from externally D;^MS09 '%"Ouip hkT=:2 S: generated missiles.
Mu:k:: Pe=c Pha:;.* Peritkw 0.: M C.'.
Using the design basis tornado and missile These items arr. the safety.related items spectrum as defined above with the design of the listed in Table 7.21. Appropriate safety Seismic Category 1 buildings, comphee with all classes and equipment locations are given in of the positions of Regulatory Guide 1.117, this table. Ait of the safety.re!sted systems
- Tornado Design Classification,' Pcsitions C.1 listed e;c located in buildings which are and C.2 is assured.
dedgned as tornado resistant. Since Ibe The SGTS charcoal absorber b:ds are housed in tornado missiles are the design basis missiles, the systems, structures, and components listed the torando resistant reactor building and are conddered to be adequately protected.
therefere are protected frem the dcsign basis Provisions are ma.ie to protect the charcoal tornado missiles. Tbc offgas system charcoal delay tanks against tornado missiles.
absorber be6 are located deep Wthin the turbine building and it is considered very unlikely that See Subsection 3.5.4.1 for interface these beds could be ruptured as a result of a requirement.
design basis tornado missile.
3.5.3 BarrierDesign Procedures An evaluation,cf all non safety.related structures, systerns, acd components (not housed The procedures by which structures and.
in a tornado structure) whose 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 section. - The following procedures are in systems and ce=ponents wih be prLvided to the accordance with Section 3.5.3 of NUREG.0800 NRC by the applicant referencing the ABWR (Standard Review Plan),
design. See Subsection 3.5.4.2 for interface requirements.
3.5.3.1 Local Damage Prediction 3.5.1.5 Site ProximityMissiles Except Aircraft The prediction of local damage in the impact area depends on the basic material of construc.
External missiles other than those generated tion of the structure or barrier (i.e., concrete or steel). Tbc corresponding procedures are by tornados are not considered as a design basis presented separately. Composite barriers are (i.e.1 10*7 per year).
not utilized in the ABWR Standard Plant for missile protection.
.y.
Amendment 14 3.57 F P. 0 M 40e-9 EleE*f T!-2e-92 C ? ("J 4 Pf'
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