ML20036B122
| ML20036B122 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 05/12/1993 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Poslusny C Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 9305180187 | |
| Download: ML20036B122 (6) | |
Text
.;
.=
GE Nuclear Energy w%
^
c m newn ~ n its a n c :a na :x n;uews l
l l
May 12,1993 Docket No. STN 52-001 I
i I
l i
Chet Poslusny, Senior Project Manager I
Standardization Project Directorate Associate Directorate for Advanced Reactors and License Renewal s
Office of the Nuclear Reactor Regulation
Subject:
Submittal Supporting Accelerated ABWR Review Schedule - DFSER j
Chapter 7 and Outstanding issues i
Dear Chet:
i Enclosed are SSAR markups addressing Open Issues 3.7.2-2 and 3.8.4-3. COL Action item 1
3.8.4-1 was addressed as part of my April 26,1993 letter. COL Action item 3.8.5-1 is provided j
by SSAR current Subsections 3.8.5.4 and 3.8.6.1.
Please provide a copy of this transmittal to Tom Cheng.
j Sincere v,
}
f Jack Fox Advanced Reactor Programs ec: Gary Ehlert (GE)
[
Norman Fletcher (DOE) i l
i
.I r
I 170037 f
JPvkl51 l
I DR AD DR g j g.
" 3NA-t AMVR 23A6103AE Standard Plant avn The design and analysis is based on the clas-respectively.
tic method. All loads are resisted by the integ-ral action of the inner and outer steel shells.
3.83.6 Materials, Quality Control, and The concrete placed in the annulus between the Special Construction Techniques inner and outer shells acts to distribute loads between the steel shells, and provides stability 3.83.6.1 Diaphragm Floor to the compression elements of the pedestal.
The materials, quality control, and construc-3.83.43 Reactor Shleid Wall tion techniques used for the diaphragm floor and liner plate are the same as those used for the The design and analysis procedures used for containment wall and liner plate in Subsection the reactor shield wall are similar to those used 3.8.1.6.
for the reactor pedestal described in Subsection 3.8.3.4.2.
3.83.6.2 Reactor Pedestal 3.8.3.4.4 Drywr!! Equipment and Pipe Support The materials conform to all applicable Structure requirements of ANSI /AISC N690 and ACI 349 and comply with the following:
~ The drywell equipment and pipe support struc-ILm Specification bW tu'rQis designed using the AISC working stress methods for steel safety-related structures for Inner and outer shells ASTM A441 nuclear facilities (ANSI /AISC N690). -The-design-m m f ef beams supporting-pipe-whip-restraints-allows Internal stiffeners ASTM A441
-inelastie-deformations due to postulated pipe q
+u pt u r e - lo a d s.--All-s a fe t y-r e l a t e d-iie m s+ h i c h Concrete fill f
i 46 psi 4he-inelastic-beam deformations may-affect-are-evaluated to-verify-that-no required-safety-3.83.63 Reactor Shield Wall
-function.would be-compromisede.
The materials conform to all applicable 3.83.4.5 Other Internal Structures requirements of ANSI /ASIC N690 and ACI 349 and comply with the following-The design and analysis procedures used for other internal structures are similar to those Ilim Specification used for the drywell equipment and pipe support structure as described in Subsection 3.83.4.4.
Inner and outer shells ASTM A441 3.83.5 Structural Acceptance Criteria Internal stiffeners ASTM A441 9
Concrete fill f ' c - % psi
- 3. 7. 2. 5. ! h.,y a i L.P~+.,, J a
,,Cr. Suppet 9eabre.
Stainless Steel Clad SA-240 Type 304 L
- - - - +
m,,cf 3.83.6.4 Drywell Equipment and Pipe Support L
Structure The materials conform to all applicable requirements of ANSI /AISC N690 and comply with the following-3,g 5.2 cihe.r InYt.rncd TArudere llIm Snecification The structural acceptance criteria for Structural steel and ASTM A36 internal concrete or steel structures are in connections accordance with ACI-349 and ANSI /AISC-N690, 3 8-19 Amendment 1
~
O.T 3,v.4 -5 Tusaday May 11, 1993 15:24 c:\\dapas.txt Paga:
.1 insert,a The DEPSS is designed using similar guidelines as a " frame type" piping support as described in subsection 3.7.3.3.4.
As per 3.7.3.3.4, the structural group will provide amplification factors for the support points on the DEPSS where either the displacement or stiffness criteria are not met.
Otherwise, if the displacement, stiffness, and stress criteria are met the design is adequate and the amplification factor is 1.0.
The beams and columns supporting pipe supports will carry piping dynamic
~;
loads while remaining elastic. Those beams supporting pipe whip restraints allow inelastic deformations due to pipe rupture loads.
All safety-related items which the inelastic beam deformations may effect are evaluated to verify that no required safety function would be compromised.
insert b i
i The structurcl acceptance criteria for the DEPSS are in accordance with ANSI /AISC-N690.
If the frame type pipe support requirements of i
subsection 3.7.3.3.4 can not be met at some pipe supports, amplification factors will be developed for the ARS for the piping group.
i I
i i
i i
i I
Tuesday May 11, 1993 15:24 c:\\depss.txt Page:
1 s
oI%.T. 9 -3 h ackoe L \\d q
~
e Minimum Translational Speed: 2.23 m/sec (5 mph) e Radius: 45.7m (150 ft) 2 e
Maximum Pressure Drop: 1.4 t/m (2 psi) 2 e
Maximum Rate of Pressure Drop: 0.84 t/m /sec (1.2 psi /sec)
Missile Spectrum: Spectrum I of SRP Section 3.5.1.4, Rev. 2 M i mm Rad %.fak 3 8 l.4. L 9 Y
N ip M s.fe r is 493 ede hi 4 Ndr). b*f PCM )*
pwu 4 fgfp-f '
3y.l.4.3 DESIGN LOADS AND LOADING COMBINA r**( c(+4x nd. *G #*
a 0(ux.4 w16M g.l.4.3.1 Desian Loads fe LM
% ca. e u P* N r:
,J g*
w A c.,~t-o cw.
g.\\.4.3.1.1 Dead Load (D) and Live load (L
- N CG ~),khw 2*.
(
~
e Top Head wt.
60t (132k) e RPV wt.
1900t (4190k) Normal Operating 2250t (4960k) Flooded e Reactor shield wall 1000t (2205k)
- Suppression pool water 7.1m (23.3 ft) HWL
, depth
- 1 e Tunnel (2 pieces) 135t (298k) 2 e Equipment load on D/F 1.0 t/m (205 psf) slab W: \\Asut\\AsWREXE C. sL*\\tEPoKT s \\ situ.0C2. t v0 3H.I.4-5
o(*34,4-3 CoAMRoL Bu itbuJry
$54.0 STRUCTURAL DESIGN CRITERIA DESIGN CODES y g 1, 4.1 Reinforced concrete is designed by the strength design method in accordance with ACI349 as augmented by USNRC Regulatory Guide 1.142(Rev.1)9 Structural steelis designed by the allowable stress design method in accordance with the ANSI /AISC N690 The design meets the loads, load combinations, and acceptance criteria of Standard Review Plan, Section 3.8.4.
- )R t 4.2 SITE DESIGN PARAMETERS The site design parameters are based on EPRI-Evolutionary ALWR Utility Requirements Document. The following are some of the key design parameters.
}M 2,4.2.1 Soil Parameters
- Minimum shear wave velocity: 300 m/sec (1000 ft/sec)
- Poison's ratio: 0.3 to-M o 3 8 Liquefaction potential: None e
Minimum Static Safe Bearing Capacity Demand: 2: 718 kPa (15 ksf)
$ Md.4.2.2 Desion Ground Water Level Design ground water levelis at 0.61 m (2 ft) below grade level.
314 1-4. 2.3 Desion Flood Level Design flood levelis at 0.30 m (1 ft) below grade level.
7 N.4.2.4 Maximum Snow Load 2
Design snow load is 246 kg/m (50 psf).
')d'l4.2.5 Maximum Rainfall Design rainfallis 493 mm/hr (19.4 in/hr). Roof parapets are furnished with scuppers to supplement roof drainspr,are designed without parapets so that excessive ponding of water cannot occur. Such roof design meets the provisions of ASCE-7, Section 8.0.
W at.BWR VBW E X E C. SUM \\P E POR T S \\St eu- 003. s v0
) N,2,4-1
oTo3.T A - 3
% d w ca A t l o h A in g 3#.$.4.2'.5 Maximum Rainfall r
t* M",
Design rainfall intensity is 493 mm/hr (19.4 in/hr).
[o ds an f * "~. A 5 '
k -4
% w # M ***[ & u,-+' ~. r g) n s u p m e..h C
W p'en Y or n
k a:+o-r P ~4 4'
h.). 4.2.6 Design Temperayures
's oy g ye.
- Maximum Ambient External: 38cC (100oF) e Minimum Ambient External: -23cC (-loof)
- Stress Free Temperature: 15.5cC (60eF)
Building Internal Temperature: # Not controlling design e
ae y