ML20217N631
| ML20217N631 | |
| Person / Time | |
|---|---|
| Site: | Crane  |
| Issue date: | 08/09/1994 |
| From: | EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING |
| To: | |
| Shared Package | |
| ML20217N635 | List: |
| References | |
| 42107.07-C-004, 42107.07-C-004-R00, 42107.07-C-4, 42107.07-C-4-R, NUDOCS 9805050388 | |
| Download: ML20217N631 (33) | |
Text
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(OlY CALCULATION COVER SHEET i-ENGINEERING CONSULTANTS Calculation No:
- 2'#7#7~6~#Od Project:
WI ZPeek E+'Ast/A1 f o D Calculation
Title:
MI IftM Wacw#t &&/cc Ws7mc km.-
&Mg.)g SQ b f/6/f/C, fNd/4/r/
References:
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Attachments:
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Total Number of Pages (Including Cover Sheet):
M Revision Approval Number Date Description of Revision Originator Checker Approver O
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4 12312 01Coversht (7/91) 9805050388 980424 PDR ADOCK 05000289
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SHEET NO. /M24
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g JOB NO. 42107.07 JOB TMI IPEEE EVALUATION BY T.R. Kipp DATE 5/4/94 a
CALC. NO. C-004 SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility CHK'D 9-DATE 6/4 /44 2
1.0 PURPOSE The purpose of this calculation is to estimate a seismic fragility for the TMI Nuclear Service Water Heat Exchangers (NS-C-0001 A through D) in terms of a median peak ground acceleration capacity and the associated randomness and uncertainty variability based on the site specific in-structure response spectra generated for the IPEEE evaluation. This fragility calculation constitutes the conditional probability of failure evaluation for this component. The results of this analysis will then be used in conjunction with the established seismic hazard curve for the site to establish an estimate of the annual probability of core damage or hazardous material release for the seismic initiating event and development of an understanding of the contribution of the seismic event to overall plant risk.
2.0 REFERENCES
- 1. Yuba Heat Transfer Corporation Vendor Manual VM-TM-0041
- 2. Yuba Heat Transfer Corporation Drawings 68-G-200-1
- 3. Auxiliary Concrete Drawing E-422-010
- 4. Auxiliary Foundation Drawing E-422-040
- 5. Anchorage Detail Drawing S-423-030
- 6. Nuclear Service Water Piping Drawing E-304-611
- 7. Aux / Fuel / Control Building IPEEE Response Spectra, EQE Calculation 50097-C-025
- 8. Roark and Young, " Formulas For Stress and Strain", fifth edition.
- 9. Blodgett, O.W.. " Design of Welded Structures".
- 10. Blevins, R.D., " Formulas For Natural Frequency and Mode Shape".
I1. Kennedy, R.P., and Reed, J.W., " Methodology For Developing Seismic Fragilities",
EPRI NP-XXXX (Draft), August 1993.
- 12. A46 Seismic Qualification Package SQ-TI-541-005 3.0 ASSUMPTIONS No specific unverified assumptions are made which significantly impact the results of this calculation.
Information used in this analysis are inferred from the reference drawings and from observations and findings documented during the visual walkdown evaluation of the heat exchangers. The identification of failure modes I
judged to control the fragility of the heat exchangers is based on the visual assessment of the heat exchanger supports and the size, quantity, and location of anchor bolts.
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i EQE INTERNAilONAL SHEET NO. 2 M
JOB NO.42107.07 JOB TMl IPEEE EVALUATION T.R. Kipp 5/4/94 gy DATE Nuclear Service H O Heat Ex. Seismic Fragility CA1.C. NO. C-004 SUBJECT 2
CHK'D SI DATE MN44 4.0 IDADS ANALYSIS Introduction The four (4) Nuclear Service Water Heat Exchangers are horizontal, saddle supported, single pass tube and shell exchangers. The heat exchangers are located in the Auxiliary Building heat exchanger vault near column lines A6dN at elevation 271'. This elevation constitutes the Auxiliary Building basemat in the vicinity of the Nuclear Service Water Heat Exchangers.
As shown in Figure 1, the 40'-7" long heat exchangers are supported by three saddle supports each including four 1/2" thick longitudinal stiffeners. The anchor bolt holes for the two end saddle suppons are slotted in the longitudinal direction and thus, the center support is required to carry all longitudinal loads. In contrast, all three supports carry their tributary portion of the transverse loads. The heat exchanger supports each include a doubler plate welded to the bottom of the heat exchanger shell, a 1/2" stiffened support plate welded to the doubler plate, and a 5/8" base plate which is secured by two 1" anchor bolts embedded into the top of concrete pedestals.
The pedestals were formed by pouring the concrete into 24" x 42" x 12" deep pockets which were formed during the original concrete pour for the basemat floor. As shown in Figure 2, the pedestals are secured in the pockets by steel dowels which were also placed during the original pour. The pedestals are 12" x 34" in plan dimension and extend nominally 5-1/8" above the basemat floor slab finished surface. However, at the worst location near the center support for heat exchanger NS-C-0001 A, the finished floor elevation dips to a low poim of 270'-9" for drainage, extending the height of the pedestal to 8-1/8". The 1" embedded anchor bolts (VB6 Type 2) are embedded nominally 12" into the pedestal and thus, due to the pedestal configuration, the effective embedment depth is only 3-7/8". In addition, the anchor bolts are located along the pedestal centerline 5-3/4" from each end and thus, the edge distance is not adequate. Note that at the precise location of the NS-C-0001 A heat exchanger center and southerly end support pedestals the finished floor surface elevation is such that the l
anchor bolt embedment lengths are 4-1/4" and 4-3/4", respectively (see Figure 2). Failure of the support anchor bolts and buckling of the heat exchanger support stiffeners are judged to be the likely failure modes governing the component seismic fragility.
The tube-side supply and discharge piping lines are 12" in diameter and connect to 24" River Water headers 16*-9" above the heat exchanger centerline. Similarly, the shell-side supply and discharge lines are 14" in diameter, include a 14" manual gate valve in each, and connect to 18" header systems 13' above the heat
(
exchanger centerline. The piping is continuous (ie., no flexible connections) and the headers are generally well l
supported laterally. It is judged that the nozzle loads are not excessive. The effect of the tributary portion of L
, EQE INTERNAilON/1 S
~ " ~ ' "
SHEET NO. 5. / 2(.
JOB NO. 42107.07 JOB gy T.R. Kipp DATE 5/4/94 j
CALC. NO. C-004 __ SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility 2
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JOB NO. 42107.07 JOB TMI IPEEE EVALUATION gy T.R. Kipp DATE 5/4/94 Nuclear Service H O Heat Ex. Seismic Fragility CHK'D SL DATE SMf4 CALC. NO. C-004 SUBJECT 2
the attached piping between the heat exchanger and the headers is included in the suppon system evaluation.
Seismic Model l
From the vendor drawings (Reference 2) each of the heat exchangers weigh 34,800# when filled with water.
l For longitudinal excitation, the heat exchanger center support is characterized as a fixed-pinned beam.
De presence of the stiffeners concentrates the load resistance and only about a 5-1/2" section of the saddle plate L
is effective at each stiffener based on shear lag considerations. He length of the outer stiffeners to the support baseplate is 13-3/32" while the length of the inner stiffeners is 7-7/16". However, considering the added flexibility of the baseplate, the equivalent length of the inner stiffeners is 10 7". Taking the average equivalent length of the four stiffened elements, the equivalent support height is 11.9" and the effective section of the j
support for resisting longitudinal forces is as shown in Figure 3. In contrast, because of the relatively short distance between stiffeners, the entire saddle plate is generally effective in resisting overturning resulting from transverse inenial forces. He section shown in Figure 4, with an equivalent height of 9.25", calculated as the average saddle plate height, is chosen to represent the active ponion of the heat exchanger support for resisting
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i l
transverse forces, ne heat exchangers are rigid in the longitudinal direction and thus the response is a function of the stiffness of the center support considering both bending and shear deformations. The sh' ear deformations are significant due to the relatively short length of the equivalent beams. De longitudinal support stiffness is computed as follows for the water-filled weight of 34,800#.
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JOB BY T.R. Kipp DATE CALC. NO. CM SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility CHK'D SL DATE b/WS 2
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SHEET NO. 7,/ 24 I
JOB NO. 42107.07 JOB TMI IPEEE EVALUATION sy T.R. KiDD DATE __ 5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHK'D SL DATE MY95 Similarly, the transverse stiffness for the supports is computed. Note, however that the flexibility of the heat exchanger shell itself, acting as a beam, is a major contributor to the overall system flexibility in the transverse direction. The dynamic model for the heat exchanger shell is then as shown below considering the location of the tubesheet and the tube-side mating and blind flanges.
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For determining the maximum deflection of a symmetric multispan beam with unequal spans for a Ig transverse loading, the configuration shown below is equivalent.
, oro' 45 (d
i Hgl 5
- 69. e4%
an (
('h O
/44 g,
l 24 2 %
Using the Three Moment Equation method, the moments over the two supports and the support reactions are computed as follows.
d, 4 = - {&o(% e75.) 44 os (uts) e3co(69.ns) (4,.ts')(z1.2 e)(84) 49.o 9.us)
- - 43,gs m.e
\\
d, L + 2 4 L + w L'/4 a
L-sp.,
E', 6 %.
Q = - ( H. + w l'/4)/2 ' -
~dc5,44S+69.04['4kf4 2
22, 86 fp "*Y g -
sio e.g < sc.o
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- z2,s&/!"O i$42/*
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=
z.
a
3 E4E EQE INTERNA 7 TONAL
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SHEET NO. F./24 TMl IPEEE EVALUATION T.R. Kipp 5/4/94 JOB NO. 42107.07 303 gy DATE CALC. NO. C-004 SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility 2
CHK'D SL DATE f/4/@
For the full span, the moment and reaction at the center support are equal to 2 x M and 2 x R, respectively.
2 2
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2(zon) 4 eie '
=
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- s,L.,-ke.
A A4 k:
Calculating the deflection at the free end of the overhang, 2H, 0.. d. ) + Mc L, + 4 A. R.,
- p. 2,.
scz(&f;)
Le L..
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SHEET NO. 9 / //-
t JOB NO. 42107.07 30g BY T.R. Kipp DATE 5/4/94 j
TMI IPEEE EVALUATION CALC. NO. C 004 SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility 2
CHK'D SL DATE B/4/42 The bending and shear deformations of the cud scpports for the lg transverse loading must also be included for a proper determination of the heat exchanger / support system transverse mode frequency. As determined above, the end support reaction to the lg transverse loading is 15,421#. Bending of the heat exchanger shell through the doubler plates is neglected as a second order effect.
Referring to Figure 4 for the heat exchanger support (9.25" long fixed-guided beam in the transverse direction),
8*g LA '.
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=
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s 8
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=. om ia +. co// 7 7 l*
D.coi/ % &
The total transverse deflection at the end of the heat exchanger for a Ig loading is then
[,, =. eH24 +. co ufd era Q j =
- 0. 0/24'5 b,
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- EQE INTERNATIONAL
~ ~ ' ~ ' ~
SHEET NO. /o */24 JOB NO. 42107.07 jog TMI IPEEE EVALUATION By T.R. Kipp DATE 5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHK'D SL DATE 8/MM Freauency Estimate The longitudinal support mode, the transverse heat exchanger mode, and the vertical heat exchanger mode each constitute separate dynamic modes which contribute to the tension and shear in the anchor bolts. The frequencies for these modes are estimated based on the Rayleigh-Ritz approximation for a single degree of freedom system. The approximation is based on the defl' ction of the system center of gravity under a Ig load e
and is estimated as:
h2 Yh 2 71 From the total longitudinal deflection of the heat exchanger computed above, the fundamental frequency of the longitudinal system is estimated as:
e
')
s' / *2 9 3./21 j
(
Yr
(,o2S5 l Y'-
!.* 'ilh t
From the total transverse deflection, the fundamental frequency of the transverse sy, stem is estimated as:
f'(3./21)k
(,eiz.45fu Yr*
B./21 28* '
r Similarly, noting that the supports are considered rigid in the vertical direction, the vertical frequency of the heat exchanger corresponds to the frequency of the heat exchanger shell alone. The deflection at the end of the overhang calculated previously is then used to estimate the system vertical frequency.
3./27 3.s21
( g ) 's.
(, oit 24h l><' M h e
M
. EQE iffERNATIONAL hy-SHEET NO. //',/ 2(.
JOB NO. 42107.07 JOB TMI IPEEE EVALUATION sy T.R. Kipp DATE 5/4/94 CALC. NO. C 004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHK'D SL DATE 8/4N4 Based on these mode frequencies for the heat exchanger and using the peak frequency for evaluating the effect of the attached piping, the "best estimate" spectral acceleration values for each direction considering both the translation and torsional components are determined from the spectra included as Attachment A. The.25g IPEEE ground motion input is selected as the reference input and is used in the following fragility evaluation.
Note that the reference coordinates for the combined Aux / Fuel / Control Building model, which produced the spectra given in Attachment A, were located relative to the Reactor Building centerline and give coordinates of X = -56.0'(West) and Y = -135.0*(South). By comparison, the Nuclear Service Water Heat Exchangers, located in the heat exchanger vault are at coordinates X = -175' and Y = -2d. Thus, the acceleration values used j
M*h 4 g,&G conse-r4
- 4..
in the fragility evaluation are calculated as follows:
. 43 sg i
=
% (.%s) *
%.(r,r. b l O 4 u - % )}
- s% (red - s (r,h K G,./- L')l s
y For the longitudinal (North / South) heat exchanger excitation at 19.7 Hz, g. #.E44 4 ces12 ( ns - SQ 0.5/f
=
n V
For the transverse (East / West) heat exchanger excitation at 28.1 Hz, O.215 -
S/5 0.201-S.
O.171 + ccosB2 (135-25.8)
Ew f
For the vertical heat exchanger excitation at 29.5 Hz, c.15 Sg For the horizontal and vertical piping excitations at the peak frequencies, l
- %. - c.263 4. ooodt(179 -S6) 0322g
=
.g
. s. 2 n *. -si, cis s-2s. e ) =
- c. s 24, Q
g - c.229'
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JOB NO. 42107.07 JOB TM1 IPEEE EVALUATION gy T.R. Kipp DATE 5/4/94 Nuclear Service H O Heat Ex. Seismic Fragility CHK'D SL DATE 8/f/M CALC. NO. C 004 SUBJECT 2
Nozzle Loads l
l As noted above, the walkdown evaluationjudged that the tube-side and shell-side headers are reasonably well supported laterally. Thus, the 12" and 14" diameter risers are modeled as fixed-pinned beams (fixed at the l
heat exchanger shell and pinned at the headers) as shn vn below. From Reference 6, the length of the 12" l
l diameter tube-side nozzle risers is 16*-5" from the top of the heat exchanger shell to the centerline of the header.
l Similarly, the length of the 14" diameter shell-side nozzle risers is 11'-8" and includes a 14" manual gate valve estimated to weigh 990#. From this information, the nozzle forces and moments are estimated r.: Hlows for lg horizontal and vertical excitations.
7 Esc Siof Al0E2t.2.5 6Mt.t. Sroa A.Jor.eLEs a
p.n.
.r * "Z74 u,'
h - if "
I ge 49.67/
h
.z = 575 4,#
u% 41.c'///
% 5 4.c '///
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a -/o'-o'/y
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l F = % A = % (ts.Q Qs.di1) = to/S*
fy' Yeh N W~
y i
5. w.t.. g o.c p u. aa n - is c o '
- % 6'ss%' w b + " ( " N ' '
l Ac &
t r.s c s a n.f ( a b
- 5. b ca mon izq.sDi.wh uz/
8 s
= 59, 8 6 o U - d M"
(~
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z VI.g ~ 0 i
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SHEET NO. B e,/24
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JOB NO. 42107.07 JOB TMI IPFFF EVALUATION BY T.R. Kipp DATE 5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHK'D SL DATE s/TA4 The effect of the nozzle loads on the support reactions is dctermined in a manner identical to that presented above for the heat exchanger inertial loads. This evaluation is based on the sketch shown below (see Figure 1) and the use of the three moment equation methodology.
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- 6 - -fepo a zi.ooo)/iH - (21.o - o)ffot 4.
- 875 g. (v--o)/iw 4
+ ids
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EQE INTERNATONAL q.
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JOB NO. 42107.07 JOB TMI IPEEE EVALUATION By T.R. Kipp DATE 5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H O Heat Ex. Seismic FragilitV CHK'D SL DATE. 8/'?/#
2 f e-
[ dc.rce
[zve f * ' 1800 s er er-oo->
g id, * - iSoo ( 55.75)
/4, = - ioo, 5 50 c'.o - *-
M, b, 4
'2.M 2, [L. 4 d a. ) "" O
- tee, sco (14'4) + 2 Me (iH ri tN) = 0 ilz. zS,oga e, A
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isoa + (ao,sgo + rs.oro)/i,w 2
+ u.n.
- z
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,q,
- ns
- eel d.- y n e &c A d.'-,
Foe.
fg - teco a,,
M's = -isoc (e 2)
M', - - 15, c.oo i. a if,L,+ z % (t,.14 ) > o i
-93.40.(ia) + e%(.41 va) - o M, e e s, & *
.s fls ' (zs,4,o)/iR E c + H. 2.
- C 4s,sao + nvoo)/'iw - (zspm -a)/ie g
- 97s e,,iseo+t,s.w.ru,,enyia 4 > uis
N ECE INTERNATIONAL l
%'9 SHEET NO. /S */24
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JOB NO. 42107.07 Jog TMI IPEEE EVALUATION gy T.R. Kipp DATE 5/4/94 Nuclear Servia H O Heat Ex. Seismic Fragility CHKD SL DATE B/4/14 CALC NO. C-004 SUBJECT 2
f.- fg = - tors En e N Y Y ***
2 cbre o e
on
% ~ -i o ts (62')
H, = - 83,2 5 0 L, - W Hg L3+ Zdu (ce Lg )
=o
-8 5,25 o (1a1) + 2Hz (/M + H4)
M - zo, ei o c.,. s.
2,-(zo,r<o)/iH 2 - ix
- R
-(t s,2 s o
- zo,gio)livv - (sotto 10)lH E> - - n, "
e,-
mss (es,zs s 2s,rio)4 w E-n#
g 3xsc.o 4,a alowl x.
Lis Sz Me~Hg a, - m - m s u co/s H - is,2so u -a
$ V, $WS in
- bi Aboa M nLs hw es s
i 37, 4 WSf6
&2 / 2 88 0 &
- t'-
&g H, ~ Ms
.=
s dN PL 2 Lis F~
Q = 59,16o in - s A, = # $)f b o sh - 4 Az Si fr S in - d' e
8, = [S7s4oe9946)//V4 E : + SVC. A G
- (s 9no r 19c.d/*- (91a-c)/ia Q ' -M '
4./m r-eyuv 4m*
t
ECEWimMcHR C#
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SHEET NO. M *l24 JOB NO. _42107.07 JOB TMI IPEEE EVALUATION BY T.R. Kipp DATE 5/4/94 CALC. NO. C 004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHK'D SL DATE B/9/94 fx ffD 3% 6/S in - w 6 / d 2 a-yn
=
H,-se,&/sa-<
o tuo a -s E,
(st,64s + M o)/iH -
g. s 35c 4-Ez= -(s t, sJs + %so)liH - (144o - c)liH E, - - nos
- E < t's c 6 o - o 3 / e #
q.+n' s
Fw q =
Br,&vs u e ab n /f d. c u w
&z. - 9&> & c bi d Hg - -st,sy'r 6 - E
- 8. A 767 4 Q = - +'o3 2,, +336*
& Mg = 5t t w v. tl afed tda. e u;.s 9945 a,-a Hs= 31 gso in a 8
+ 49
- G. = - $5
- E, * +344
- l
4 EGE
, IoEINTERNATONAL V,
' " " ' ' " ~ "
SHEET NO. /7./2s JOB NO. 42107.07 jog TMI IPEEE EVALUATION gy T.R. Kipp DATE 5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility 2
CHK'D SL DATE 8/9/44-Forces and Moments at the Heat Exchancer Base The forces and moments at the base of the Nuclear Service Water Heat Exchanger base plates and the resulting bolt tensile forces are computed by scaling the reactions determined from the lg loading cases used to establish the system frequencies. Taking the.25g IPEEE freefield input motion included as Attachment A as the reference input, and using the appropriate acceleration values (defined above) the median-centered anchor bolt forces associated with each of the directional dynamic modes are determined as follows:
Gorce Gumm-Q =
&,' so:> (. Er4) +
2(.52*2.f(tots + /soo.)
Fu
//., 5 7a
- a E.
[2l.Szzf(//s go [)-
z f-
.3 3G5 t,
ys k, '
4'r!B(.!35)+ [224)'(97G fo<f5
- 176 '+ flo ? f f,=
R fo6 y
4'or8 (. 21S') + {(.!2Y{ t15 + io+'sN f7b 647 f,* M67 g
V/, =
dete(.2.1S){g$
f(st4h(175\\ so4S y D5 t g {}
gg'flg4/4)
+ [2. h 524 g / 5, a9a + /2., BEc k (
g: s3 p o a,-4 2.
t s.
9 e
H
=O
=
g
- Acl6 "
f 2
b.
0*
5ces [d*
- / Z dN=t $$xa em u) r X k (soo,do,do):
E Cass (do,4o, too):
S1.SS' 6
.4 (tit 7of1.)
= 2574 #
4n //,170/2 a
/p >. 4'(M47)/2 294 Ve
/447/2.
73 4
- t
=
s
=
t e.
(5p3g 4 pd
- N[2.
O fg O
S S 19ej'zz.5))T * [S32 9o,/'ze.s +.4 (zg s + % g )
76n={2Mk+.dfft5/f.,e em 3
..*W
<o a. I f*-
)
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- " EQE INTERNATONAL Qs l
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SHEET NO. // /24 JOB NO. 42107.07 JOB TMI IPEEE EVALUATION BY _ T.R. Kipp DATE 5/4/94 CALC NO. C-004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHKD SL DATE B/4/44 i
d~vD
$/Amb e'75 i
i
&=o l
% 8oo (. s r Y)( t 's)
- f2 (.s2 2 $Gois 's iBoa ) (zz},k.) j(zxia4) c
/
A c. e, i,'
y f f 52*N)(M % 6 5 C. 's 6 7 'J 67 F, = tis 5 y
f, ' I.642/,)[./3N +
224 ) 17/Y N 2(o 7/
/* r h
/
/
/6'E ' /YS f
- 27'16 y
y 6 ?,
f = ((15 42i)(.2/3)* fl.324f(/744
- 267!
/WSY Q'452/
/42 e!, = /s;42/(.zot(is'*) 15si!)('7w) zsr/ s az's iv's')']5($9 )
h m.y t
I
+ { 2 (. 324 '){ 13, z9 o
~1 a tto )
ef,4, ige,2io in.s My > He > o fy
. - l S,4 2.1 +
bl/ fo vee s (Swa b </ 2' o$,ec x f cuse m' 1
1 d1.sc. (iro, do, 1 o')
EGge (s/l, 9/o, soo)
/
7 l
% = f =.V(d521)/2 scy'*
V 45 z!/z
" 2/4 /
=
g
{*//SS/z+.4(77tS/z1/142/Dlzt.s)
Q = ize, s.to/zt.S *. 4,/z (iiss e z718) 341b '
4481
- r
=
W!ac., h ?C bt2 c'u Wu cen b sa pse f tecL.,ystwa aJ it e dac L y
,4
,,, % y,,J.
l N
4-
. EQE WTERNATONAL
^
- " ~ ' ~ '
SHEET NO. // */24 JOB NO. 42107.07 JOB TMI IPEEE EVALUATION By T R. Kipp DATE 3/4/04 CALC. NO. C-004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHK'D SL DATE 6/944 5.0 FRAGILITY ANALYSIS The median acceleration capacity is estimated as the product of three factors of safety and the reference seismic input as shown below v
k ' /E * &
- sje - Ag y where Fc Capacity Factor,
=
Fa = Equipmerit Response Factor, and Fa= Structura Response Factor 5
Since the anchor bolt stresses have been computed based upon a median-centered response evaluation Fu and Fsa are unity and the median acceleration capacity is equal to the Capacity Factor times the reference acceleration.
Capacity Factor The Capacity Factor is estimated as the product of a Strength Factor (Fs) and an Inelastic Energy Absorption Factor (F,) vtich is a measure of the system ductility. However, since anchor bolt failure is considered to be a brittle failure mode, no credit is taken for inelastic energy absorption and F, is equal to uni Strencth Factor Steel Anchor Bolt Failure:
/ / Bo/
A = 0 4 $$/ m
(
4.y' ja (Ago7) s c
./D C. W4 + (CoS b
.54. 85 A,
}= s. ss ('gl ti)
=
y l
/
l d
- e G z(6 4'W. dos 0
=
st. co lp
,/
e.to (g/,,)
. ns(.n
$ _ ' M K e i.sr(.is)
= t t.12. L
${
ge e 20..;cl A%Pn_.
N
- ECE INTERNATONAL SHEET NO. 20 *lEl
" * " " ~
JOB NO. 42107.07 JOB TMI IPEEE EVALUATION BY T.R. Kmn DATE 5/4/o4 CALC. NO. C-004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHK'D SL DATE f'AA4-1 Concrete Failure:
k# 4 Vi(' A f
/e A2(ISON
- d2CCPsE
- eca, I{ -
eff~~ A Lw
{ - e. t u Noting the embedment and edge distance conditions identified previously which are a rr. 2 of the manner in which the heat exchanger pedestals were formed, the concrete projected area supporting the pullout capacity of the anchor is based on the 4-1/4" embedment in the full width portion of the pedestal concrete pour as shown in Figure 2. Similarly, the effect of edge distance on the concrete shear area and corresponding shear capacity considers both the depth of cover and the effect of the pedestal width as shown in Figure 5.
gel'D'**YWl'Y'SW e(le**,'y,L) d
$lo'se /
A,=
17 7r (4. z s) ( d.25 + S.V/) = /32 Ln,
~
/l s 4(.12co,)'* (i3 2 ) {!.4)
=' 4713lp f
- p.so (&l 'N
.. a c. e.. s a
Al*cn capce$ k W
el hi/c.:
& /! k m e. deet <o av c 4 -
1s t l,o, w,c u 4 a d
$.LA Y
(
cb c.t
- 6
& f nct 5 - 2 n )r ir (c f ci.4 - a.cc L:p 4,~ s. -
l t
i.ss(. i.%. <. *fs ll. & l sf2 Ye
/d. {rG C 3
m Nok:
h it stC cot 6fstCrd 6
!** W M S(A 5*
l
- M t
E EQE MERNATONAL SHEET NO. A a../ 24 JOB NO. 42107.07 JOB TMI IPEEE EVALUATION gy T.R. Kipp DATE 5/4/94 CALC, NO. C-004 SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility CHKD SL DATE 8/4/f4 2
h S N "-o,
/
7
?
?
\\
- e. a.
\\
%_ _,l
/F i
/'
i OYd/TUO/WA$
Wk$
/dUS$
4 "-4= 4 6" +
4-
[s $ t l
o
/
/
1
/G U2 C (b):
TMMSVEB6 8MAK &$f
r l
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. EQE INTERNATONAL SHEET NO. 2/ */#4 1
JOB NO. -_42107.07 JOB TMI IPEEE EVALUATION By T.R. Kipp DATE _5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic FragilitV CHK'D SL DATE M9/94 l
')Twns&
- Skea e (
ad b?( ")
e or c.a-.
bah.- a.#ad n /y m* Jod, / /d a.aal.,,au-a.l a.
$1e.
<!/sval,/.reI de d7 b a.dd 8 kwseu.
.cAV skel sata.e.tafaeN h j
/
t 2(42cof' Tr (s. 7S) { /.o ) w /3.4(,[jg
=
s
- o. t o
.t.<,5(.ie%.ioh
/0.4&lys V
/3.4(o c.
1 9e Sa g er c.ere s/
hejs b
/j, I'ke.
Cert r-cxta b Wen
. ir3
.54. 85 - h.175 4 t. ots +.175+.st {;' 2 - 2.o 1]
27.S
.=
- t. 2, fs, a
/t,/ 6(.
. 7 ( / 4. la&f 54. 85){- o. t 2.9)
=
- 2. 5 z 8a ok
-=
- 6. 9S 4.1 (/4. G4/34 65)(/.27) driekok$al kwsHut 2
& ct'
$dir foe /!e e.kc$ fr v
E, =
34.fS -(- 7. 7 / )
- 6. S S (Cosseesartv6, nerus w ve&Lcera) s 449 it.7 5 p,
(/54M 2400)l2. 7(!f.75,bt.gSf-7.7/
- 4. 7o 2./4 4. 7('t.1Sfsc.ss)(L. 4 4 ')
M
. EQE INTERNAflONAL SHEET NO. 22*l2
~^~
l JOB NO. 491n7 07 JOB TMI iPFFF FVAT TIATION By T.R. Kipp DATE 5/4/94 l
CALC. NO. C nna SUBJECT Nncianr Rarvice H O Hant Fr Reiemic Fragility CHK'D SL DATE 8/4/44 l
Randomness and Uncertainty Variability A median-centered equipment fragility analysis has been performed, and thus the Equipment Response Factors and the Structural Response Factors have values equal to 1.0. Only the variabilities associated with the response quantities need to be evaluated. The exception is the Gro.md Motion Incoherence Factor which has a value of 1.11 in the important North / South direction due to the 150' plan dimension of the Auxiliary Building basemat. Noting that the Nuclear Service Water Heat Exchangers are located at the basemat elevation, only Structural Response Factor variabilities associated with ground motion parameters are evaluated. Further, since the failure of the center support anchorage due to North / South excitation governs the fragility, emphasis is placed on the evaluation of variabilities affecting this failure mode. The summary of the variabilities is presented in Table 1.
v 3ase Gee.
F'
?. $ 2 ( t. it) 2.57
=
deny /$:
ift = 39' TSA&
f' A /5 llr So.co Lys
=
-r Ve' N. GG I s k = p. tW f
- 12.7S $ f p
-y, Chl&
2 4 6 a n c b r e,* e iL.dx m,4
/h, /. o g
8 =
- e. c 6 1, M a. 4 (. A 44a,, eendidL. 4a fg-440
- i. o i
l l
1 J
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EQE INTERNAflONAL C$
..m..m..
SHEET NO. 23. / 24 )
l JOB NO. 42107.07 JOB TMIIPEEE EVALUATION BY T.R. Kipp 5/4'/94 DATE
)
CALC. NO. C-004 SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility __ CHK'D SL-DATE FAN 4 '
2 GI.'
6,
- W 5 (2e'i niia iI)
}mpa,,
k f
2 A//s e n.7 t/g 5,g "
. 2a +. coassz(ns -Sd *. 3'd Q g e, ' 286 4. eco7c8 (/7S-34) o 3 71 k '
- o. / 7 u-i gja ?
z s.i 1/
ca
=
. / 7/ +. o** 59t fis s rs.s) e
, 7'3 3
q Seg';
. to / #. seenG" fiss-as. sy. rS$ [ o./s l
hepen c y:
f
- C '*
hp
- 25.4 'l3 11.0
~
M/S S 17.s!.f G,'. 56( ". co e s 44(nS-c6) > o. 5 2o
,A. o.o*L.
i t/v'/e n.A
.. zzo
.a-s Os s - z s.s), o.2 75 Ls o. a s srWL l
doc le. Ska,ae_.:
Se sp k s C c f z.b >i m
/.enaya k< <d o{n e en f.,
- o. o s 6c.ss deh 6.nzlarx $,s
.ScN,i3$.SDe4 y.s g
s.or iff-0.os l
6jfsaa 6>.e babo%.-
stSc. = MaclLj i46s. - 2.s s/2 c.
/ 2 7 2 *
Vea '-
S1f2-em b%s Tia ~
217 z '
V*
S98 0 se
l.
)
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E4E EOE INTERNdTIONAL I
SHEET NO. f#e/&
gy T.R. Kipp DATE 5/4/94 TMIIPEEE EVALUATION JOB NO. 42107.07 jog Nuclear Service H O Heat Ex. Seismic Fragility CALC. NO, C-004 SUBJECT 2
CHK'D SL DATE 8/4M4 de-ew sf bt*
cst
$e f
,$L
+
. m +. sco srz(irs -cd
. sW 2/se n. ul se h
so 52/
. acq3g,3 [/7 f-56)
~.424 3 c.go 6lv/ @ 78.!W
. /7/1. eco382 (/JS-2S. () =. 2/5 3
L,'
.z66 +. mss 4 (iss-zs.r)~ '. ns
,f n o.4s htfc/fG/.i re.ost a
- $ D./Z.
f * +. l '?
- /L WS
&W (t i* i% $
IN Ws17t LAMER CK Sr4Ausg piggcrioyA L ccMPCHE **T) rt o ss c$rsuss kok a f bwfortes/
$.rje Ver $ a l !
f/5 V&
f~ =
- 0. 5 t-C. /3 S 6
>% o./9/}
=
w 1
Secyse l$t b CC est*sr c.t o o, k = 0. 04 ff*d.oS h-6. 04 /
%g 05/4}
Rs. 5/4e
= 0. 4 5$~
a
- !/4d
/"
l l
EGE EQE INTERNATIONAL y
SHEET NO, 25,/4
" " ~ " ' ' '
JOB NO. 42107.07 JOB TMI IPEEE EVALUATION BY T.R. Kipp DATE 5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility CHK'D SL DATE 8/4/?d-2 TABLE 1: CAPACITY & DEMAND PARAMETER VARIABILITIES f
g
.CAE2 Parameters hse %e.
2,57 Capsee$l krE f 5S o.or
. o.14 e
7.76 o.e5 Dam,pcoy 2./7
- e. I7
,s fMpuney
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M'c.4 51,u Q:..c
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2.sz o.o4 s..c s.34
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. EQE INTERNATONAL
' " ' ' ~ ' ^ '
SHEET NO. #4,/t4 JOB NO. 42107.07 job TMI IPEEE EVALUATION By T.R. Kipp DATE _ 5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H,0 Heat Ex. Seismic Fragility CHK'D S L-DATE 8/9/W
6.0 CONCLUSION
V
- 1. 52 (/.n)(. 2s
- p. 6d A
=
=
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EQE INTERNATONAL N'54
- 9 SHEET NO. // +/ /f JOB NO. 42107.07 jog TMI IPEEE EVALUATION BY T.R. Kipp DATE 5/4/94 CALC. NO. C-004 SUBJECT Nuclear Service H O Heat Ex. Seismic Fragility CHK'D SL DATE 8/4/42 2
YWN/VME/J r A
z n l<uc L & m Spech 1.
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n 3@4 s
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