ML20091K891
| ML20091K891 | |
| Person / Time | |
|---|---|
| Site: | 05000605 |
| Issue date: | 01/22/1992 |
| From: | Dua S GENERAL ELECTRIC CO. |
| To: | Pierson R NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM), Office of Nuclear Reactor Regulation |
| References | |
| EEN-9209, NUDOCS 9201270140 | |
| Download: ML20091K891 (12) | |
Text
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Gi Noctear heryy k
5
%.. ', o f
c.-
h January 22,1992 MFN No.015 92 Docket No. STN $0 605 i
UEN 9209 Document Control Desk U.S. Nuclear llegulatory Commission Washington, D.C. 20555 i
Attention:
Robert C. l'ierson, Director Standardization and Non Power lleactor Project Diredorate
Subject:
Main Steamilac Seismic Classification. Open issue 3 ol' SEC%91 153 Enclosed are thirty four (34) copies of the 011 response to the subject open issue. Response to this issue includes the static seismic design arocedure to be utilized in evaluation of the seismic capability of the condenser anchorage and i ie turbine building.
It is intended that 013 will amend the SSAR with this response in a future amendment.
Sincetely,
(%
S,S. Dua, Acting Manal;er Regulatory and Analys s Services' M/C 382, (408) 925 6948 cc: F. A. Ross (DOE)
N. D. Fletcher (DOE)
C. Poslusny, Jr..
(NRC)
D. Terao (NRC)
R. C. Ber,;1und (GE)
J. F. Quir <
(O!!)
/} s
'3'/
\\ l' n
.e....-
.9201270140 920122 PDR ADOCK 05000605 A-PDR
4 ABWR msima Slandnd Mant P1V o TABLE 3 21 CLASSIFICATION
SUMMARY
(Continued)
Quality Group Quality Safety loca-Clas si-Assurance Seismic EdadMLCamponents Claub ilDA' Md Riaultimtal' C11rren'Natta B2 Nuclear Boller System (Continued) 4.
Piping including supports 1
C.SC A
B 1
main steamiine (MSL) and feed-wster (FW)line up to and in.
cluding the outermost isolation valve Piping including supports.
2 SC D
D 1
g g
MSL from outermost isolation valve to and including sci mic interface testraint and FW from outermost isolation valve to the seismic interface restraint including the shutoff valve and tbc restraint 6.
Piping including supports MSL N
SC T H
/
(t)
{gg from the seismic interface restraine to the turbine stop valve 7 Deleted 8 Piping n'/ beyond the seismic N
SC.T D
E
{
interface restraint 9.
Deleted
- 10. Pipe whip restraints MSL/DV 3
SC,C B
2 11.- Piping including supports other within outermost isolation valves a.
RPV head vent 1
C A
B i
(g) b.
RPV head spray 1
C A
11 1
(g) e.
Main steam drains 1
C,5C A
B i
(g) g
- 12. Pipingincluding supports other 3
beyond outermost isolation valves a.
RPV head vent N
C D
E b.
RPV head spray N
SC D
E 2
c.
Main steam drains N
SC D
E Amendment il 3.4
'. ABWit zwums Standard Plant RPY_ B TABLE 3.21 CIASSIFICATION
SUMMARY
(Coalinued)
Qudtr Groep Quality Safett Lcce.
C h el.
Assersace Selente Priadnal Ceampamenta Claat' Mas' BMad - Wt' M h
4.
Turbine bypau piping N
T-M O gO (d
laduding supports 5.
Turbine stop vals, turbine N
T D
E (t)(n)(o) bypau vahes, and the main steam leads from the turbine control valve ta the turblne casing 6.
Feedwater system components N
T D
E beyond outboard shutoff valve
.7.
Turbine generator N
T E
Idd) 8.
Condenser N
T E
6.
9.
Air ejector equipment N
T E
- 10. Turbine gland sealing N
T D
E system components
- 11. Circulating water system N
T D
E N Offsms Splem
- 1.
Preuure veuels induding N
T E
(p)(q) supports 2.
Atmospheric tanks laduding N
T E
(p)(q) supports 3.
015 psig tanks induding N
T E
(p)(q) supports
[
4 Heat exchangers induding N
T E
(p)(q) supports 5.
Pipingladuding supports N
T (p)(q)
E and valves l'
6, Pumps including supports N
T (p)(q)
E l
Anundment 17 32212 l
ABWR awsimit
'. Standard Plant prv s TABLE 3.21 CLASSIFICATION
SUMMARY
(Continued)
Quality Group Quality Safe lees.
Classi.
Assursace Selsmic Cu Llan' Mad Etgulttment' Caltt2n#
Egita Prineinal C9.tn22ntn18 U3 Fire Protection System (Continued)
CO actuation modules N
RZT 6.
E 2
(t) (u)
~
7.
Cables N
SC,C,X, E
(u)
=
~
RZ,T,W 8.
Sprinklers N
SC,X D
E (u)
U4 CivilStructures l
1.
Reactor Building (Secondary 3
SC,RZ D
1
~
Containment and Clean Zone) 2.
Control Building 3
X B
1
~
k 3.
Senice Building N
H E
~
~
4.
Radwaste Building substructure 3
W B
I
~
4a. Radwaste Building N
W E
5.
Turbine Building N
T (v)(dd)
E
~
Amendment is 3SM
'ABWR mour Signriard Plant uvB NQlTji (Continued)
The recirculation motor control system (RhtCS)is classified Quality Group C and Safety Class 3 which s
is in accordance with the requirements of 10CFR$0.55s. The RMCS, which is part of the reactor coolant pressure boundary (RCPD), meets 10CFR50.55a(c)(2). Postulated failure of the RhtCS piping cannot cause a loss of reactor coolant in excess of normal makeup (CRD return or RCIC flow), and the RhtCS is not an engineered safety feature. Thus,le the esent of a postulated failure of the RhiCS piping during normal operation, tbc reactor can be shutdown and cooled down in an orderly manner, and reactor coolant makeup can be provided by a normal make up system (e g., CRD return or RCIC system),
Thus, per 10CFR50.55a(c)(2), the RMCS need not be classified Quality Group A or Safety Class 1.
Since the RMCS is not an enginected safety feature (e g.,it does not provide emergency reactivity control, emergency core coolant, or primary reactor containment), the system need not be classified Quality Group B or Safety Class 2. The RMCS is classified Quality Group C and Safety Class 3, however, the system is designed and constructed in accordance with ASME Doller and Pressure Vessel Code, Section 111, Class 1 criteria as specified in Subsection 3.9.3.1.4 and Figure 5.414.
f t.
A quality assurance program for tbc Fire Protection systein meeting the guidance of Branch Technical A
Position CMED 9.51 (NUREG 0800), is applied.
Special seismic qualification and quabty assurance requirements are applied.
u.
l See St$section 11.3 4.6 for the offgas vault seismic requirements, v.
The condensate storage tank will be designed, fabricated, and tested to meet the intent of API w.
Standard API 650, in addition, tbc specification for this tank will require: (1) 1009 surf ace examination of the side wall to bottom joint and (2) 1003 volumetric examination of the side wall wcld joints.
The cranes are designed to bold up their loads under conditions of OBE and to maintain their x.
positions oser the units under conditions of SSE.
y.
All off engine components are constructed to the extent possible to the ASME Code, Section 111. Class 3.
t Components associated with a safety related function (e g., isolation) are safety re' aa. Structures which support or house safety.related mechanical or electrical components are safety related.
bb. A quality assurance requirements shall be applied to ensure that the design, construction and testing requirements are met.
r cc. A quality assurance program, which meets or exceeds the guidnace of Generic Letter 65 06, is applied A
to all non. safety related ATWS equipment.
d d. T h e.
onclewser awc b oSe cxed hbme W d d m c3
$ d S4C.ks06 $.7.4.16 awd Oc f v* o C 4 Mr4 (j tst h ie Code 3s I o n d t o d u cM on, a n d W M yo\\
q q e, q p to r C <
tri hona $ nt4 9 s a To kE 3 2-4*
Amendment IB 3 2+ 1
1.
l
- NEW
~
Table 3.2 4 t
Codes and Specifications Loads and Load Combinations, I
and Structural Acceptance Criteria for Ntmselsmic Structures 1.0 - Applicable Codes and Specifications (1)
ACI 318 Code Requirements for Concrete Strucit:res (2)
AISC, Specification for Design, Fabrication and Erection of Structural Steel for Buildings 2.0 Loads and Load Combinations
- 2.1 Load combinations for Concrete Members For any load combination in this subsection, where any load icduces the effects of other loads, the corresponding coefficient for that load shall te taken as 0.9 if it can be demonstrated that the load is always present or
- occurs simultaneously with the other loads. Othetwise, the coeflicinet shall be taken as rero The strength desi;n method will be used and the following lo,id combinations wil be satisfied:
U = 1.4D + 1.7L + 1.711 + 1.7B U = 1.05D + 1.28L + 1.2811 + 1.288 + 1.28W l
U = 1.05D + 1.28L + 1.2811 + 1.28B + 1.4B i
2.2 Load Combinations For Steel Members The clastic working stress dmign method is used for the following load combinations:
I S=D+L S-D+L+W 1.6S = D + L + E In all of these load combinations, both cases of L having its full value or being completely absent are checked.
3.0 Structural Acceptance Criteria The stmetural acceptance criteria are defined in ACI 318 Code and the AISC f
Specification. In addition all acceptance criteria as defined in the static seismic analysis section apply.
l
- All abreviations for loads have been taken from SSAR Subsection 3.8.4.3.1.1.
l.
k
.+-
A.
,,..,,...,,_,,4.
ym..c.sy e
wegr*-
e,--
,- - e e &
v Y
ABM assusa au - M pa- -
awa Whwe small, sos. Seismic casesery plplag is (6) recording and playbeck equipment; and directly attached to Selsmic Category I piplag, its effect on the Solsmic Category I piplag is (7) assussistors.
accounted for by lumplag a portlos of its asus with the seismic Category I piplag at the polet The locatlos of seismic lastrumentatlos is of attuksent, outilsed in Table 3.7 7.
Furthermore, non Seismic Category I piplag 3.7.4J.1 1kse. History '
- y.pha (partieslerly high energy piples as defleed is Seetion 3.4) is duissed Io withatasd the $$E to Time.blatory accelerossaphs prodsee a eecord avoid jeopardlains adjacent Seismic Category I of the time.veryleg accelerstlos at tbs sensor alplag if it is not feasible or practical to location. This data is sud directly for asely.
lsolate these two piplag systems, mis and comparlaos with reference informatlos and may be, by utestational methods, convuted to 3.7J.14 M Analysia for Raseter response spectra form for spectra comparisons Isamunis with dulge parameters.
The modelles of RpV laternals is disenneed le Each trinalal acceleration unsor unit cos.
Subsection 3.7.2.3.2. The damplog values are tales *hree accelerosseters mounted is as ortho.
gives la Table 3.71.. The seismic model of the gonal array (two horisontal and oss vertical).
ApV and laternal is shows in Figure 3.7 32.
All accelwallos volts have their principal ames orlested identically. The mounted volts are 3.7J.13 Analysis prosoderes for Demptog orlested so that their ases are alissed with th's bullJing major aus med is development of th'e Analyals procedures for damplag are discusud mathematleal models for seismic analysis.
is Subsection 3.7.2.15.
1 4
w One THA is located on the reactor buildlag.
3.7A SelsasicInstrumentation (RB) fosadation mat. El (.) 13.2 M, at the base
)
of as RB cleas nose for the purpose of meuurlag 3.7.4.1 Comportaos w6th NRC Regenstay Golde the loput vibratory mottos of the foundation i
1.12 met. A mesond 1NA la loseted is as R5 cleas some at El (+) 26.7 M os the same a:Inuth as the l
The seismic lastrumentation program is foundation met THA. They provide date on the consistost with Regulatory Guide 1.12.
frequency, amplitude, and phus relatlosship of
}
-the seismic response of the reactor buildlag 3.7.4J Lesseles med Descripties of -
structure. A third THA is located is the free j
- Isotrumsstaties field at the finlahed grade approsimately 160 M
{
from any station structures with ases orlested is -
l The following isnrumentation and associated the same direction as the reactor buildlas i
equipment are used to measure plant rupone to - accelerometers.
earthquake motion:
Two solassic triggws, connected to form redus.
(1) three triulal time. history accelerographs dont triggerlag, are provided to start the THA' I
. (THA);
recording system. They are located is the free field at the finished grade 160 M from the reac.
(2) thrw peak. recording accelerograpls (PRA);
tot building. The trigger unit consists of ott (3) two trinslaiselessic triggers; unie relays whenever a thrphold uceleration is -
thogonally monsted acceleration sensors that act.
eseeeded for any of the three assa. The trigger t
(4) one seismic switch ($5);
la enginested to discrisalente agalast false starts from other operating loputs such as traf-l (5) four response spatrum ruorders; fic, elevators, people, and rotating equipment.
I A=a-a--at i 1734 p-
..,__,-_.e.m....b,,,,~.-~
, w.r e
.,-....~m.
'1m<.._,,_.-m.,_,,___..._O~~~-...
i i
tNSBRT A 1
l' I
t 3,7.3.15 Analysis Procedure for Nonselsmic Structures in Lieu of l
Dynamic Analysis The method descrited lere can te used for non seismic structures in lieu of a dynamic i
- analysis, Structures designed to this methat should be able do the following:
a.
Rr 'ist rninor icvels of earthquake ground motion without damage, b,
Resist moderate levels of canhquake ground motion without structural damage, but possibly experience some nonstructural damage.
x
.t Resist major levels of canhquake ground motion having t.n imensity equal l
c.
to the strongest either experienced or forecast at the butiding site, widiout collapt.e, but possibly with some structural as well as nonstructural damage.
3.7.3.15.1-Lateral Forces Seismic loads are characterized as an force profile that varies with the leight of the structure. These forces are applied at each floor of the structurr and the resulting forces and moments are calculated from static equilibrium, De buildings total base shear is characteriral by the following equation.
V = Z*l*C'W/R,; where, V=
Total lateral forte or shear at de base.
F,F,F, = Lateral forte applied to level 1. n, or s res[+nively F =- That partion of V considered to be concentrated at the top of the suucture in l
addition to F, i
n
-Z=
seismic mne factor 1=
imponance factor C=
NumericalCoefTicient R, a Numerical Coefficient S=
coefficient for site soil characteristics
-T=
Fundamental period of vibration of the structure in the direction under consideration, as determined by using the properties and deformation
-i
- characteristics of the resisting elements in a properly substantiated analysis.
W*
Total dead load of building including the panition load where applicable, w w, =That ponion of W which is located at or is assigned to level i or x, 3
respectively
},h, = Height in feet above the base to level 1 or x, respectively
I N SERT A ( CoWin N UED) ne ABWR design will ftx Z and I and leave R. and C as variables for each building and site.
De value ofI has been selected for power generating facilities.
!=1.0 ne site coefficient Z will te selected to pmvide enveloping coverage for most of the US cast of the mcky mountains.
Z = 0.15 ne value C is calculated based upon the following formula:
C = 1.25*S P where: C need not exceed 2M5 The value of S is dependent on the site soil characteristics. The value of S shall te selected from Table 3.711.
The value of R, shall te selected from the Table 3.7 12 according to die type of construction material and framing system under consideration.
3.7.3.15.2 Lateral Force Distribution ne concentrated fome at the top of the stmeture shall te determined according to the following formula:
F = 0.07*T**/
where.
t F need not exceed 0.25V and may te conaldered as 0 where Tis 0.7 seconds of less, ne t
remaining partion of the total base shear V shall te distributed over the rest of die stmeture including level n according to the following formula:
g, _( V-E)w.h
[*,, mh At each level designated x, the f6tte F, shall be applied over the area of the building in accordance with the mass distri6ution'on that level.
3.7.3.15.3 Accidental Torsion In addition, the vertical resisting elements de pend on dia phragm action for stear distribution at any level, the shear resisting c:ements shall be capable of resisting torsional moment assumed to be equivalent to the story slear acting with an eccentricity of not less l
than 5 percent of the maximum building dimension at that level.
O T N S59t.T A ( c 0WT 16AiO Dj o
3.7.3.15.4 Lateral Displacement Limts lateral deflections or drift of a story relative to its adjacent stories shall not exceed 0.(X)5 times the story height nor 0.04/R, for buildings less than 65 feet in height. For buildings greater in height, the calculated story drift shall not execed 0.ON times the story height nor 0.04/R,, nese drift lirr.its may be exceeded when it is demonstrated that girater dnft can te tolerated by both structural elements and nonstructural elements that could effect life safety. For designs using working stress methods, this capacity may te determined using an allowable stress increase of 1,7. The rigidity of other elements shall also be considered.
3.7.3.15.5 Ductility Requirements All framing elements not required by design to te part of the lateral force resisting system l
shall be invest} gated and shown to be adeguate for vertical load-canying capacity and induced moment due to 3R,/8 times the distortions resulting from the code requurd lateral forces.
Connections shall be designed to develop the full capacity of the members or shall te based upon the above forces without the one third increase usually permitted for stresses resulting from carthquake forces.
4
w2"2) a Table 3.711 Site CoelTicients TYPE DESCRII' TION S FACIDH S
A soil profile with either:
1.0 i
(a) A rock hke material characterized by a shear wave velocity greater than 2,500 fps or by other suitable means of classification, ot (b) Stiff or dense soil condition where soil depth is less than 2(X) feet.
S A soil refile with dense or stiff soll conditions, where the 1.2 2
soll de th exceeds 200 feet.
S A soll profile 40 feet or more in depth and containing more 1.5 3
than 20 feet of soft to medium stiff clay but not mon: than 40 feet of soft clay.
S.
A soil profile containing more than 40 feet of soft clay.
2.0 l
l
[
l b
l I
f a
N G\\0 Table 3.712 Structural Systems Basic Structural System Lateral Load Resisting System R.
Description A
Bearing Wall
- 1. Shear Walls concrete 6
2a. Braced frames wherr bracing carries 6
vityloads steel pb. Braced frames where bracing carries4
[
gravity k> ads concrete bT B
Building Frame
- 1. Steel eccentric braced frame 10
}.
V Shearwalls concrete 8
} }L'Q Concentric braced frames steel 8
i Concentric braced frames - concrete 8
[_
C Moment Resisting frame Special moment resisting space frames 12 s
i, Concrete intenndlate moment-resisting 7
~
s ace frames (OMRSF) f rdinary moment resisting space 6
E W
frames (OMRSF)- steel R
Onlinary moment resisting space 5
frames (OMRSF)-conctrte
[
D Dual
- 1. Shear Walls
- a. Concrete with SMRSF 12
=
B
- b. Conesete with concrete IMRSF 9
F;
- 2. Steel EBF with steel 12
_c SMRSF I-a
- 3. Concentric braced frames
- a. Steel with steel SMRSF 10 g
- b. Concrete with concrete SMRSF 9
g
- c. Concate with concrete IMRSF 6
L F
r i
=
e
______