ML22131A124
| ML22131A124 | |
| Person / Time | |
|---|---|
| Site: | Seabrook  |
| Issue date: | 05/05/2022 |
| From: | NextEra Energy Seabrook |
| To: | Office of Nuclear Reactor Regulation |
| Shared Package | |
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| References | |
| SBK-L-22042 | |
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Text
SEABROOK UPDATED FSAR APPENDIX 3D PROCEDURE FOR CALCULATING ELASTO-PLASTICALLY DESIGNED PIPE WHIP RESTRAINT LOADS BY ENERGY BALANCE METHOD The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.
SB 1 & 2 FSAR Amendment 56 November 198~
A simplified mathe~tical model as shown on the next page can b~ used for elastic-plastic design of pipe ~hip restraints.
An energy balance approach has been used to formulate the calculations for determining the plastic deformation in the restraints.
In applying the plastic deformation design for restraints, the regulatory guides require thac either one of the follo~ing upper bound design limits
{or metallic ductile materials be met.
(a) 50% of the minimum ultimate uniform strain (the strain at the maximum stress of an engineering stress-strain curve based on actual material tests for the restraint), or (b) 50% o! the ~inimcc percent elongation as specified in an applicable ASHE, ASTM. etc. Code, specification, or standard ~hen demonstrated to be less than 50% of the minimum ultimate uniform strain based on representative test results.
SJ:I. &2 FSAR Amendment 56 November 1985 Simolified aporoach for designin~ elasto-?last!c ~~stTa!nt~
If the restraint is allowed to go into the plastic region, then the ~aximu~
restruint deflec~ion, dcax* vill consist of an elastic po~tion and a plasri~
.portion as shown bela~.
(Figure 1.0)
'Rp e
ax Restraint Deflec~ion ~
Figure 1.0 - Idealized R~strain:
Deflection Chardctcristics.
- where, Restraint elastic deflection at yield stress dmax
- Maximum allowable restraint deflection Rp. = Maximum restraint resistance Rp = kede ke
- Restraint elastic structural stiffness lf 'F' denotes the applied forcins Function (i.e., a blow do~ load in case of a pipe break) and 'b' denotes the gap between the piping and the restraint, an energy balance relation for this case gives, (see Figure 2.0).
F (b + ~)
- i Rp de+ Rp (~ax - de)
- Rp {dc.ax -
de 2) 3D-2
(a)
_l_
(b)
After Impact Figure 2.0 Energy balance Analvsis Model Rearranging,
(~~ -
F) dcax
- Therefore, dmax =
1 2
(2Fh + Rpde) 2Fb + Rpde 2 (Rp - F)
(1)
Amendment 56 November 1985 The above fot'lllulation can be further sin.plif:.ed in 2Fh is much larg'!r th.:!n Therefore, assullling, Rpde <<2Fh Equation (1) gives. dmax* ~
(Rp-F)
(2)
After determining lmax* either by equation (1) or _equation (2) above (as applicable), the resulting strain in the member should be calculated nnd should be checked against the criteria give in page 1.
d,naY.,
For uniaxial members, the strain c is taken to be equa~ to --L--
vhere L is the original length of the restraint member.
SB 1 & 2 FSAR Pages 4 and 5 Deleted in Amendment 56 Amendment 56 November 1985
SEABROOK UPDATED FSAR APPENDIX 3E PROCEDURE FOR CALCULATING ELASTO-PLASTICALLY DESIGNED PIPE WHIP RESTRAINT LOADS BY EQUIVALENT STATIC ANALYSIS METHOD The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.
SB 1 & 2 FSAR APPENDIX 3E PROCEDURE FOR CALCULATING ELASTICALLY DESIGNED PIPE WHIP RESTRAINT LOADS BY EQUIVALENT STATIC ANALYSIS METHOD PREPAIU:D BY :
u/.J.fl n F *.JAN.
MECHANICAL ANAlYS~ GA.ClJ""P u:viEWED BY= ?51~,,;z9/zz R. F. P.ERAY 0
- MECHANICAL A..~LYS IS GROCP ID order to evaluate the response of an elastically designed pipe whip restraint to a pipe break load by using tha equivalent static &~&lysis approach, the dynamic load factor associated wi~ Cbe applicable forciaa function
- aDd th~. clearance. (gap) bet:Yeen the pipe and the restraint h&s to be det~ed.
A simplified. mathematical model as shown on che cut page, can be used to dete~e the dyuamic load factor.
Since the pipe si:e effects are already being. reflected in the magnitude of the pipe break load, the pipe size alone is not.considered again as a model parameter.
The dynamic load faecor (DL'F) 'thus determined is used to calculate the restraint: load (R) as follows:
- -where:
{
1.26 for s~eam-satura.ted water d.=
2.0 for subcooled non-flashing water St:uuiard Review Plan, 3.6.2 (III) {2)
P
- Operating Pressure A
- Pipe :Break Area
~ef. U.S. NRC
{c) (4~
A series of parametric cUrves for determining the restraint loads for steam-saeurated water or steam-water ~rures only are given in Pages 3 - 14.
A SIMPLE MCD::L FClt C0:1PU'!n~G nr.:A."!IC LOAD FACTOR y
d.t:*-
1 k
r(h + d) - 112. kd2.
Fr<D (l). k *...!._
d.st (l)
(2)
(3)
By substituting (3) into (2), we have Or, DLF -
cid ~ l..+ IL t__ci~=-1 ~ ~ 1- +-G.- +- 2hF~1 t s1:
L s:J L
J
- Where, J
- Applied Load * (Pipe ~upture toad) y 0
1:
CD dst
- lestraint deflection for statically applied F d
M&x:fmum restrai.nt deflection b
Gap she k
Restraint stiffness DLF
- Dynamic load factor h
F. !d
.......1.-
.r/)Q.Ih,.-;
CD
.. GRP : Q.f2 00 INCHES PRARn£TRJC CU~VES roR ELASTI PIPE WHIP RES RAINTS.
(Applicable ~nly to st~amrsaturated wa er or steom-vatlr mixtures,
- 1.26)
I It Hfi~'
I J
4 I 11111 (t I,
J I I *,.,1 ct P
- R l N LBS.
I c I I '11} 0*
GAP : 0;25 00 INCHES PRRRNETRIC CUIVES FOR ELRSTI PIPE WHIP (Applicable* nly to steamlsaturated or steam-wat r mixtures,C(.
- 1.26)
I ** i,..1 o' I
p
- A RES RAINTS.
wa r
ORP : O.SQ 00 INCHES PARR"nRJC cu~vEs FOR EUISTJ. PIPE HHJP REs (Applicable nly to. s:eamrsaturated va or *t*am~at r mixtures,al
- 1.26).
RRJNTS.
er rf a
a * *., "1 Q' 1
J
- 1 "i It p
- R I It l ttl !t. I J
I j I) "1 o*
IN LBS.
J. j0"!
CRP : 0.75 00 lNCHES or steam-wat r mixtures,a
- 1.26)
PARR~ETRIC CUf.VES
~DR ELASTl
~~~E WHIP RES RAlNTS.
(Applicable nly to steamrsaeurated.wa er rl ', ' I * "'l cr ' *, * *., "1 o' l
' ' ""1 ct ' ' *
- I "'1 ct
- a. ' ;.. '1 o~
P*R lNLBS.
a:: G~P : 1,QQ 00 INCHES PARA"ETRIC CURVES FOR tLP.STie PIPE WHIP RES RRINTS.
(Applicable bnly to steam 1 saturated water or steam-wa1ir mixtures,
- 1.26) ri l
- I
- I I l I ti a' I
J C I I l t 11 Q' I
p
- R 4 I l ltt'l(f JN Las.
I t
I '"'let I
1 t llllllC*
GRP : 1.25 00 INCHES
~~RRMETR!C CU V~S FOR ELRSTI
~~~E WHLP
~tS RRINTS.
(Applicable pnly to steamfsaturated wa er or steam-w&t r mixtures,.,* 1.26) 4 I I,.11 O' I
p
- A
~ 6 I "'1 cf I
- ..., "1 tt IN LBS.
I o I I 1 I 11 rf
rt I PARR"ETRIC CU. VES FOR ELAS11 PIP~ WHIP RES RAINTS.
I or steam-wa r mixtures,
- 1.26)
(Applieablef'only to stea= saturated water I
f l.J 1111 ct 1
- ' * '"1 o*
p
- A I
t I i llf1 rj lN LBS.
N GRP = 1.75 00 INCHES PRRRMETRIC CU VES FOR ELASTl PIPE WHIP RES RRINTS.
(Applicable nly to steam satura~d wa er or steam-wat r mixtures,Q = 1.26)
I I I I ltt Q' I
I
- I t 1 tt r:f I
- I ' U Q1 I
I I I I lit rf P
- R l N LBS.
-ll-N N
b
- N
(/)
m
...J z'b PMHU1ETRlC CU \\'.[5 FOR ELASTI PIPE W~P RES Rj:lJNTS.
(Applicable only to stea saturated wa er or steam-wa er mixtures,a = 1.26)
~
4 **,., o'
~,
- 1 1 1 " 1 0*,
411111 0*
p
- A IN LBS.
~l l:t;., ** *-
c.;.')
lD
..J z
0::
~
IIIII GAP = 2.50 00 INCHES PRRAMfTRlC CU VES FOR ELRSTI PIPE HHIP RES RAINTS.
(Applicable nly to steam saturated wa er or &team-wat r mixtures,~ c 1.26)
- , *,.. 0*
- p
- A I
4 I I lit o' IN LBS.
I I
- I 5I U Q1 I
I
( I I U t Q'
.. GAP = 3.00 00 INCHES
~ARAHtTRJC CU~YES FOR ELRSTJ PJ~E WHJP RES RAJNTS.
(Applicable buly to steam saturated va e~
or steam-wat.r mL~tures.~
- 1.26)
I
- *.,.. 1 o*
- p
- R I 4
- I'" rf IN LBS.
a ****,uc GAP : Q.Q6 50 INCHES PARA"ElRJC CUlVES tOR EL~Sll
~~~E ~HI~ RESiRRINTS.
(Appli~able Only to steam~saturatec wa~er or stum-wael" mxturu,~* 1.26)
I t
I I 11! Q1 I '*',,,.. o' '
p
- A t ***,. 11 ct J
JN lSS.
I
- IUiiiO" I
I
- ttttw'l
SEABROOK UPDATED FSAR APPENDIX 3F VERIFICATION OF COMPUTER PROGRAMS USED FOR STRUCTURAL ANALYSIS AND DESIGN The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.
SB 1 & 2 FSAR APPENDIX 3F VERIFICATION OF COMPUTER PROGRAMS USED FOR STRUCTURAL ANALYSIS AND DESIGN Amendment 54 February 1985 Computer programs used for structural analysis and design have been verified according to the criteria described in the US NRC Standard Review Plan 3.8.1, Section II-4(e).
(a) The following computer programs are recognized in the public domain, and have had sufficient history to justify their applicability and validity without further demonstration:
Hardware Source STARDYNE CDC cncO>
MARC-cDC CDC cncO>
STRU-PAK CDC cnc<l)
System Professional CDC cnc
ANSYS STRUDL UEMENU (1)
CDC-(2)
PSDI -
CDC UCCEL UCCEL Control Data Corporation P. 0. Box O, BQWOSH Minneapolis, Minnesota 55440 cnc<l) psnrC2)
UCCEL(3)
Programs for Structural Design, Inc.
14 Story Street Cambridge, Massachusetts 02138 (3)
UCCEL -
UCCEL Corporation P. o. Box 84028 Dallas, Texas 75284 (b) The following computer programs have been verified by solving test problems with a similar and independently-written and recognized program in the public domain:
SAG0 58
{Response Spectra) 3F-1
SB 1 & 2 FSAR Amendment 54 February 1985 A summary of comparison results is shown in Table 3F-l.
AX2 (Axisymmetric Shell Program)
A verification manual comparing AX2 with results obtained from either ANSYS or BOSOR4 (Lockhead Missile and Space Company - Palo Alto, CA) can be obtained from Pittsburgh - Des Moines Corporation, 3400 Grand Avenue, Neville Island, Pittsburgh, PA 15225 (c)
The following computer programs have been verified by comparison with analytical results published in technical literature:
SAGOOl SAG010 (WILSON 1)
(WILSON 2, DYN)
Summaries of comparison results are shown in Tables 3F-2 and 3F-3, respectively.
(d)
The following computer programs have been verified by comparison with hand calculations for test problems which are representative of the type used in actual analyses:
SAGO OS SAG017 SAG024 SAG025 PM-910
- PM-906 (TAPAS)
(FOUREXP)
(MMIC)
(SECTION)
(LESCAL)
(STRAP)
A summary of comparison results is shown in Tables 3F-4 through JF-8.
(e)
The following computer programs are verified by inspection of the graphical output data.
SAG054 (Response Envelope)
A typical verification example is presented in Table 3F-9.
- Documentation of STRAP is available in the Final Safety Analysis Report
- for the Carolina Power and Light Co., Brunswick 1 & 2, US NRC Docket Nos. 50-324 and 50-325.
3F-2 I
54
SB 1 & 2 FSAR TABLE 3F-l SAG058 (RESPONSE SPECTRA)
SAG05s(l) is verified against S!ARDYNE, sub-routine DYNRE5.
The input T/H is of 22 second duration, vith a time interval of 0.01 seconds a11d a maximum acceleration of l.Og.
S~actral Acceleration (g)
Frequency
. 0.5% D41JJll)iD~
2% D~!P_in_g_
(Hz)
SAG0 58 DYNRES SAG0 58 DYNR.ES 0.33 0.91 0.98 0.79 0.83 1.00 2.68 2.67 2.03 2.03 2.00 8.23 8.23 4.33 4.32 3.03 6.04 6.02 4.31 4.32
- 4. 00 5.20 5.18 4.40 4.37 5.00 5.25 5.21 3.95 3.94 6.25 7.51 7.42 4.47 4.38 7.14 5.33 5.25 3.94 3.90 8.33 4.87 4.80 3~69 3.68 9.09 7.09 6.93 4.96 4.81 10.00 5.00 4.97 3.37 3.35 20.00 2.61 2.60 1.77
- 1. 77 33.33 1.22 1.22 1.13 1.14 (1)
SAG058 is an in-bouse computer program run on tbe Control Data Corporation CY!ER-175 and is used as a pest-processo~ to ~
s~
progra&.
SB 1 & 2 FSAR TABLE JF-2 SAGOOl (WILSON 1)
The following is a comparison of the results from SAGOOl with results obtained from published technical literature.
SAGOOl runs on the Honeywell 66/60 system with the GCOS operating system.
Samole Problem No. 1 Analysis of a thiclt-valled cylinder subjected to a.u internal pressure.
Reference-Gallagher, R. H., Finite Element Analysis, Figure 11.5, pg. 317, Prentice-Hall, Inc., 1975.
Comparison of the theoretical solution with the WILSO~ 1 solution is shown on Figure 3F-l for the radial stress and the hoop stress.
Sample Problem No. 2 Analysis of a cylindrical shell, fixed at both ends and subjected to an internal pressure.
Reference - Timoshenko, S., Woioowsky-Krieger, S., Theory of Plates and Shells, Second Edition, pg. 475, McGraw-Hill, 1959.
Comparison of the theoretical solution with the WILSON 1 solution is shown on Figures 3F-2 and 3F-~ for the radial shear and meridional moment, respectively.
SB 1 & 2 FSAR TABLE 3F-3 SAGO 10 (WTI.SON 2
- DYN)
The original version of SAGOlO, "Dynamic Stress Analysis of Axisymmetric Structures Under Arbitrary Loading," written by Ghosh and Wilson was revised by UE&C in September, 1975.
The program is distributed in the public domain by the Earthquake Engineering Research Center, University of California, Berkeley, California.
The program has been verified against a series of problems whose results are published in technical literature.
Documentation of this verification is contained in the report EERC 69-10 which can be obtained from the Earthquake Engineering Research Center.
SAGOlO is run on the Honeywell 66/60 System.
SB 1 & 2 FSAR TABLE JF-4 SAGOOS (TAPAS)
The follawing is a comparison of the results from SAG008, ~ch computes the temperature distribution through plane and axisymmetric solids, with hand calculations.
The sample results are for the temperature distribution through the thickness of a hemispherical concrete dome which is 42 inches thick and subject to 120DF inside and
(-) lOOF outside.
Element No.
724 848 972 1096 1220 1344 SAG008 (1) {oF) 110.38 88.89 65.33 42.l2 19.26
(-)1.04 SAG008 runs on the Honeywell 66/60 system
References:
Band Calculation (OF @ Kid Pt. of Elem.)
110.7143 89.048 65.833 42.619 19.405
(-)0. 7143 (1)
Wilson, E. L., Nickell, R. E., "Application of the Fiuite Element,"
Journal of Nuclear Engineering and Design, 4, 1966.
SB 1 & 2 FSAR TABLE 3F-5 SAGO 17 ( FOUREXP)
Amendment 56 November 1985 The following is a verification of SAG017 with hand calculations for ~n arbitrary loading distribution ~ich is an even function and can be expanded using a cosine Fourier Series.
The periodic function is, f(6)
- f-e -w ~ 8 < 01 l e o < e s 'ITj Comparison of Fourier Coefficients:
n SAG017(1)
Band Calculations (2) 0 1.5699 1.5708 1
-1.2739
-1.2732 2
-0.0019 0
3
-0.1421
-0.1415 4
-0.0019 0
s
.-0.0516
-0.0509 6
-0.0020 0
7
-0.0266
-0.0260 8
-0.0021 0
9
-0.0164
-0.0157 10
-o.0022 0
11
-0.0112
-0.0105 12
-o.0023 0
13
-o.0082
-0.0075 14
-o.002S 0
15
-0.0063
-o.0057 16
-0.0028 0
17
-0.0051
-0.0044 18
-0.0031 0
19
-0.0042
-o.0035 20
-o.0036 0
SAG017 runs on the Honeywell 66/60 system.
References:
(1)
The Fourier coefficients are computed for a digitized function by a recu~sive technique described in Mathematical Methods for Digital Computers, by Rolsten and Wilf, John Wiley and Sons. New York, 1960, Chapter 24.
The solucion technique is from subroutine FORII in the
. IBM Scientific S~routine package.
The prosram is run on the Honeywell 66/60 system.
(2)
Wylie, c. ll.*, Advapced Endneering Mathematics, 4th Ed., McGraw-Hill, 1975.
- 51.
SB 1 & 2 FSAR TABLE 3F-6 SAG024 (MMIC)
The followi.ng is a comparison of the results of hand calculations with SAG024 for the weight of a typcial lumped mass point in'a dynamic model of a shear building.
SAG024 (l)
Hand Parameter Calculation XcM ex-coordinate of the Center of Mass) - ft.
26.19 26.19 YO! (!-Coordinate of the Center of Mass) - ft.
0.08 0.08 WT (Tota~ Weight of Mass Point) - Kips 1444 1444 IMX (Rotary Weight Moment of Inertia about X-Axis) K-ft2 162,323 162,320 IMY (Rotary Weight Moment of Inertia about Y-Axis) K-ft 2 379,552 379,550 IMZ (Rotary Waigh t Moment of Inertia about Z-.Axis) K-ft2 470,152 470,150 SAG024 runs on tbe Honeywell 66/60 system.
Reference.:
(l)
Bear, F. P. and Johnston, R. E., Jr., Vector Mechanics *for Engineers:
Static apd:Dynamics, McGraw-Rill, 1962, pps. 343-347.
SB 1 & 2 FSAR TABLE 3F-7 SAG025 (SECTION)
The following is a comparison of the results of hand calculations with SAG025 for a system of resisting structural elements between floors in a typcial shear building.
SAG02.5 Band Calculations XcR ex-coordinate of Center of Rigidity) - ft.
26.3 26.257 YCR (Y-Coordinate of Center of Rigidity) - ft.
0.0 0.0 A.r (Area) - ft 466.0 466.. 0 SFX {Shear Shape Factor about X-Axi.s)
.456 0.456 SFY (Shear Shape Factor about Y-Axis)
.555 0.555 rxx (Moment of Inertia about X-Axis) - ft.
11,100 11,079 Iyy (Moment of Inertia about Y-Axis) - ft.
44,000 4.3,957 J (Torsional Constant) - ft.
117,000 117,470 SAG025 runs on the Honeywell 66/60 system.
SB 1 & 2 FSAR TABLE 3F-8 (Sheet 1 of 2)
PM-910 (LESCAL)
Amendrneu t 56 November 1985 The following ia a comparison of the results from the LESCAL computer program with hand calculations.
L!SCAL calculates the 1treasea and strains in rebars and/or concrete in accordaoce with the criteria set forth in Subarticle cc-3511.1 of ASME Section III, Division II. The section is concrete reinforced with horizontal, vertical and/or diagonal rebara, subjected to axial force and moment on a vertical and horizontal face and in-plane shear.
When inplane shear forces are included, a solution is obtained by solving Duchon's equations(!).
Load Condition
_D + Pa + E5 Applied @e.g. of Concrete Section D+l.25P8 +1.25£o Applied @ c.. g. of Concrete Section D + P8 + E5 Applied @ e.g.
of llebar Parameter fm outside fh outside fseis. (3) fseis. (4) fm inside fh inside fm outside fn outside fseis. (3) fsus. (4) fm inside fh *inside fm outside fh outside fseis. (3) fseis. (4) fm !aside fb inside
- Band LESCAL (Ksi)
Calculations 29.39 29.46 23.08 23.OS 52.26 52.35 0.21
- o. 21 26.67 26.75 23.82 23.77
-2.22
-2.99
-o.41
-0.16 9.70 9.47
-12.34
-12.63 38.37 39.34 1.98 2.12 37.70 37.70 25.08 25.07 57.41 57.41 5.37
. 5.37 12.74 12.73 19.01 19.01 5I.
5G.
I Sc, I
5.l:.
Load Condition D+l. 25P8 +1. 25Eo Appli~d @ e.g.
of Rebar SB 1 & 2 FSAR TABLE JF-8 (Sheet 2 of 2)
Parameter fm outside fh outside fseis. (3) fseis. (4)
£. inside fh inside LESCAL runs on the Honeywell 66/60 system.
LESCAL (Ksi)
-2.01 7.33 16.07
-10.76 40.94 9.54 Notes (3) and (4) indicate directions of seismic rebars.
References:
Amendment 56 November 1985 Hand Calculations
-1.77 7.82 16.08
-10.02 40.64 10.06 (1)
Duchon, N. B., "Analysis of Reinforced Concrete Membrane Subject to Tension and Shear," ACI Journal, September 1972, pp. 578-583.
I 5&
SB 1 & 2 FSAR TABLE 3F-9 SAG054 (RESPONSE ENVELOPE)
SAG054 is a post-processing program for STARDYNE which is used in seismic analysis The program spreads the peaks of t:he amplified response spectra created by SAG058 (See Table 3F-l) by a predetermined amount and tabulates the ordinates and abscissas of the resulting curve. Verificarion of this program is accomplished by visual
.inspection of the graphical output t~ insure that the raw data has,in fact, been enveloped.
SAG054 runs on the CDC CY:BER-175 svstem.
I ct_ SYM.
I L,.PV<1XIXJ><JXJ 1
(a) FINITE ELEMENT IDEALIZATION I
r =05--1 r =1.0~
- 1.
Cl SAGOOI
-EXACT SOLUTION
(+0.9218)
( T-STRESS)x 10-*psi
(+0.7915 I
~---....ilc.+~0.5997)
( R-STRESS) x 10_. psi
( b} CALCULATED STRESSES ANALYSIS OF THICK-WALLED CYUNDER UNDER INTERNAL PRESSURE
REFERENCE:
GALLAGHER, R.H., FINITE ELEMENT ANALYSIS, PRENTICE*HALL,INC.
1975. FIGURE 11.5, PG.317 PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SAG001 SAMPLE PROBLEM N0.1 SEABROOK STATION-UNITS 1 & 2 FINAL SAFETY ANALYSIS REPORT I
FIGURE 3F-1
e z
w :r 5 Cl) 0 0
C>
~ <t 1-Cl)
I I
0 <>
§ 8
0 0
0 0
0 0
0 0
0 0
2 o()
N N
..0
+
+
I 0 8 2
- co ci d
..0 d
II')
0
~
d M
ci N
d 0 8
-'IN
.Si
-:E g
- r; o-z~
wO 0 "N
~.........
1&. -
( !sd ) W3HS WIO\\fl.l PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SAG001 SAMPLE PROBLEM N0.2 SEABROOK STATION* UNITS 1 & 2 RADIAL SHEAR FINAL SAFETY ANALYSIS REPORT I
FIGURE.3F-2
l:
f/) z LLI
~
(/)
UJ LLI
~
f/)
0 0::
UJ
<(
~
0 z
z 0
iL LLI -
l:
0 8 f/)
0 0
~
(!)
(!)
i=
~ ~
0
~ 0 CX) 0 0
<.0 0
10 0
10 0
N 0
~
0 0 00000 8 88888 ~
N TfDCDON
~
I
- Til 0
~
z UJ 0
0 II UJ -*"
X '
iL X (U!/.f:U!) l.N3WOW 1"N0101~3W PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SAG001 SAMPLE PROBLEM NO. 2 SEABROOK STATION-UNITS 1 & 2 MERIDIONAL MOMENT FINAL SAFETY ANALYSIS REPORT I
FIGURE 3. F -3