ML20247D429
| ML20247D429 | |
| Person / Time | |
|---|---|
| Site: | Pilgrim |
| Issue date: | 09/10/1993 |
| From: | STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20247D359 | List: |
| References | |
| 91C2672-C-007, 91C2672-C-007-R01, 91C2672-C-7, 91C2672-C-7-R1, NUDOCS 9805150038 | |
| Download: ML20247D429 (119) | |
Text
- _ _ _ _
t F.mergency Diesel Generator (EDG) Building Calculation 91C2672-C-007 i
9805150038 990507
~~
[
Gene SEco Calculation No. 9lC 2 6 72 - C oo7 PR.qRtM IPEEE.
Bultbinq 6TR U CTU R E's Titie:
i FR A q l L ir y A N AL Y615 Project:
BECo IPEEE'4 A-46 Method:
HAND CA L. c DC A 7 t oN Aa:eptance Criteria: _ AISC, B-n 63.
ACT 910 - F 9 F 5 A R..
EPRl N P -6091 Re narks:
\\
REVISIONS No.
Description By Date Chk.
Date App.
Date 0
Initial Issue Nkc. NO[O 6hk9) 7"E O C-rn %
i Commowls 6v RPK
"'/5.c. 8 0 S*C/kc 6-8 -9.Lif92 9*r9k
- u CALCULATION S8C COVER CONTRACT NO.
9I c. 26 72 m m.-._
l '.
i
JOB NO.
91C2672 SUBJECT PILGRIM IPEEE Re ion i STEVENSON & ASSOCIATES By Mf, 8/r/ 93 a structural-mechanical BUILDING STRUCTURES l
consultmg engmeenng firm FRAGILITY ANALYSIS Chk 5,C. $_$ -13
]
Table of Contents Obj ective................................................................................... 3 References.............................................................................. 4 Analytical Approach................................................................... 5 - 10 Summary of Results...................................................................... I 1 Fragility Analysis..............
14 Reactor B uilding.................................................. 15 - 3 3 Turbine Building.................................
...... 34 - 3 7 Radwaste Building.................
...... 3 8 - 44 Diesel Generator Building................
45 - 66 (including 50A, 50B, 57A, 57B, 62A, 62B )
1 Intake Structure........................
.......... 67 - 70 Attachments..
. 71 1
i Excerpts from Bechtel calculations (Ref. 7)
Reactor Building.............
A1 - A17 Turbine Building...............
A18 - A25 i
I Radwaste Building..
A26 - A35
..J
i JOB NO.
91C2672 S&
Sheet 3 of 77 SUBJCCT PILGRIM IPEEE Revision I i
STEVENSON & ASSOCIATES By
- . d. S/E/#J l
a structural-mechanical BUILDING STRUCTURES j
consulting engineering firm FRAGILITY ANALYSIS Chk 5, C. 6 - 5 13 i
Objective I
The objective of this calculation is to determine the Conservative Deterministic Failure Margin
]
(CDFM) and the Median Fragility for Class I stmetures of the Reactor Building, Turbine Building, Radwaste Building, Intake Structure, and Diesel Generator Building at BECO Pilgrim Nuclear Power Station.
The CDFM and Median Fragility values are calculated implementing the methodology presented in References (3), (4), (9), (10), (11) and the numerical data from References (1), (2), (5) through (8).
(
The list of Class I structures chosen for this calculation has been made with the assumption that all essential safety related structural components, except for Dietel Generator Building, were properly selected and analyzed by others (see list of References).
List of essential structures and related analyticalinformation for the Reactor Building has been taken from FSAR (Ref. 2), App. C, Tables C.2-1 through C.2-7. Seismic analyses of shear walls in Turbine and Radwaste Buildings prepared by Bechtel have been used for evaluation of these two buildings. Excerpts from these calculation (Ref. 7) are included as Attachments. CYGNA l
calculation (Ref. 5) has been used for evalustion of the Intake Structure. In the Diesel Generator Building the evaluation of critical structures has been based upon new seismic analysis included into this calculation.
A list of evaluated Class I structures along with corresponding CDFM and Median Fragility values is presented 'in the " Summary of Results".
l l
JOB NO.
91C2672 S&A Sheet k of 77 SUBJECT PILGRIM IPEEE Revision f STEVENSON & ASSOCIATES By gc
- -S-f.3 a stavetural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk 6,C, 6-$ -93 Referenecs:
n
- 1. Stevenson & Associates, " Floor Response Spectra for Pilgrim Nuclear Pow Station, IPEEE", Report No. S &A 91C2672, R-001, Rev. O, Febmary 1993. SJDD 5 R.F i3 - LT6
- 2. Boston Edison, " Final Safety Analysis Report for the Pilgrim Station",1969
Power Plant Seismic Margin", Rev.1, Final Report, Aug.1991.
l
- 4. Building Code Requirements for Reinforced Concrete, ACI 318-89
(
/\\
- 5. CYGNA, " Calculation ofSeismic Margins for the Pilgrim Nuclear Power Station Intake Stmeture alc No. Cl5.0.2218, Rev. O, Nov.1987.
- 6. Stevenson & Associates, " Finite Element Model for Dynamic Analysis o_f the Diesel Gengralor_
Building at Pilgrim Station", Contract No. 92C2749, Rev. O, Jan. 1993. '50605 /WOMM '
- 7. Bechtel Eng. Corporation, Boston Edison Co. Pilgrim Station # 600 Calculations.
. - s
- 8. Bechtel Eng. Corporation, " Boston Edison Co., Pilgrim Station # 600".
Structural (C), Architectural (A), and Mechanical (M) Drawings.
- 9. Stevenson & Associates, " Containment Fragility ", Job No. 91C2672, Calc. No. C-008, Rev. O,1993.
- 10. AISC Steel Constmetion Manual, 9-Th Edition.
I1. Review Comments on Pilgrim CDFM Capacity Analyses, R.P. Kennedy, July 20,1993.
JOB NO.
91C2672 S&A Sheet S' of 77 SUBJECT PILGRIM IPEEE Revision f STEVENSON & ASSOCIATES By 9,C, S - S - 93 a structural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk N. o. 0/S'/93 l
ANALY11 CAL APPROACII L For two identical dynamic models used for the SSE and RLE analyses a relationship between corresponding stress components in a shear wall at a specific clevation can be approximated as following:
$(Wa.Sa.m) $(WaSa.ais)
=*
where aC m m.als k and n are numbers of nodes related to the highest model elevation and the elevation where stress component
- m. m was calculated in Bechtel calculations.
(Wa.Sa.ais)
Then m.nza - m m and per Ref. 9:
$(Wa.Sa.m) k i
f(Wa Sa.m)
CDFMPGA= Fu So.ais-Fr & 4 So.ais ac.nis
}(Wa Sa.aiz)
In these equations :
Fe
- ductility factor f
- ultimate stress (or ultimate capacity of the structure) calculated per Ref. 3,4,10 au Wa
-(DL+LL) responsible for the seismic load and related to one elevation i
Sa.m - controlling acceleration for the structure due to SSE event
{
Sa. ars - same but due to Review Ixvel Earthquake (RLE) event ac.sss-calculated stress due to SSE event W.RIs-same due to RLE event So.nzs - PGA of the IPEEE RLE So azs= 0.4 g (Wa.Sa.sse)
Numerical input data for the part of the equation for CDFM values are shown on pages 8
$(Wa Sa.ais)
.t through 10.
i i
s.
l i
l JOB NO.
91C2672 Sheet 6
of 7 '/
SUBJECT PILGRIM IPEEE Revision /
I l
STEVENSON & ASSOCIATES By 9,C 8-S.92 a structural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk C,C, J'/g/g, IL When applicable the level of conservatism in the stress scaling procedure shown above can be reduced by disiding the total stress value into two components as follows:
ac.<o + m) = ac.o + ac.m = pW(1 + 2/3 x Sa.us)
(vertical scismic load component is equal to 2/3 of horizontal seismic load) h h
I h
b G.m --
Gy\\N j
GCD*M!
y g
y l
gg9 h
6 Y
y v
\\
Sa.nz ac,ns = ac.us Sa.m w - ac.o Sa.m m - m.o Sa.m l
(ggy, y, m - m.o =y y
=
x.nz ac.m Sx.ns x,to + us)- oc.o Sa.nz
- ~ " ' ' "
1 CDFMPGA = Fe
" 0.4g R,(o+ m )- m.o Sa.nz Note: c' o includes (dead load + live load).
c IIL The Median Fragility values are calculated based upon the CDFM values (see Ref. 9):
HCLPFu(c"'*) = CDFM(cA) where [c=0.46 for preliminary screening 1.34 l
IV. Values of ac.m for structural components in Reactor Building have been taken from FS AR (Ref. 2). For the other j
buildings ac.us values have been either taken from various Bechtel calculations (Ref. 7) or calculated. All these i
stresses as they were calculated are working stresses with one exception for shear stresses in concrete w~ alls of Reactor Building. These shear stresses originally were calculated per Working Stress Design Method, and then they were converted with the use of some facto:s into values compatible with ultimate strength of concrete (these converted stresses are shown in Table C.2 3 of FSAR). For the purpose of this calculation these stresses have been convened back into working stresses with the use of the same factors.
\\.
JOB NO.
91C2672 S&A Sheet 7 of 77 SUBJECT PILGRIM IPEEE Revision f STEVENSON & ASSOCIATES By 5, C, 3 -S-q3 a structural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk /Cd'
- /5/13 V. In some cases the actual splices of reinforcement bars (in accordance with the drawings) lack to satisfy the crite ACI 318-89. The effect of this deficiency has been taken into consideration differently in different cases:
- 1. Ultimate shear emnwity of a shear wall.
If a shear diagonal tension crack in a wall in the vicinity of a shott splice crosses only a few bars while most of them remain fully effective, the wall remains ductile as most of the steel is abic to reach its yield capacity, and inelastic energy absorption factor F, = 1.25 unless friction capacity cannot be considered adequate (page L-6 of Ref. 3). Since reinforcement lacks to sisfy the splice length requirement steel contribution to the wall shear strength should be reduced. The reduction factor of.9 is used in this calculation for shear walls unless otherwise noted.
- 2. Tension in reinforcement due to bendine
(
a) When tension in reinforcement is critical for CDFM values (see Diesel Generator Building) the CDFM tensile strength fn for bars with short splice length is to be calculated in accordance with Ref. I1:
f, = QIf*,
r CJ 6.671s(C. + 0.5da) 0.92 + 0.08 Ca.>
+ 300A 6 where As d6 = the bar diameter A 6 = the bar area ls = the bar actual splice length C-. = the smaller of C (cover) or C, (1/2 of the clear spacing) l C
- the larser of C. or C, f'n = the CDFM compressive strength of the concrete pr = 0.90 (strength reduction factor)
If fn < yic!d stress (60 ksi or 40 ksi in accordance with DWG C-121, Ref. 8), a non-ductile failure mode has been considered with F, = 1.0 applied to a CDFM value based on tension in reinforcement.
b) When tension in reinforcement is not critical for the CDFM screening results while lack of splice length is probable, the effect oflacking splice length is conservatively estimated with a ratio of the actual length over the required length which can be taken as 1.4 unless the actual ratio based on the drawing informatic,n is found. Fp = 1.0 similarly to above.
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JOB NO.
91C2672 S&A SuB;eCT BsCo iecee Sneet <<
of 72 l
STEVENSON
& ASSOCIATES Revision I BUILDING STRUCTURES By $,C, S-P f3 con i ngi cenng FRAGILITY ANALYSIS Chk. y p/5/ Pf3 l
SUMMARY
of RESULTS CDFM and Median Fragility Values Abbreviations:
R.B. for Reactor Building l
T.B. for Turbine Building I
R.W. for Radwaste Building I.S. for intake Structure D.G. for Diesel Generator Building l
Governing CDFM Median
)
Item No./
Structural Stress PGA Fragility BLDG Component Bevation Component (g)
Comment (g)
(
- 1. / R.B.
Concrete wall, above concrete shear 2.36 5.07 North
-(17' 6")
Note 1 above 23'-0" concrete shear.
2.78 5.98
- 2. / R.B.
Precast panels concrete compression 2.85 6.13 as a part of above concrete shear 1.38 2.97 I
shear walls 117'-0" reinforcing tension 1.54 3.31 Precast panels concrete compression 2.18 4.69 in out-of-plan above concrete shear 5.37 11.55 bending 117'-0" reinforcing tension 1.72 3.70
- 3. / R.B.
Truck access 23'-0" concrete compression 6.29 composite 13.52 floor beam bending 2.22 action 4.77 concrete compression 4.82 slab 10.36 concrete shear 1.65 between 3.55 reinforcing tension 4.94 beams 10.62
- 4. / R.B Internal diagonal between concrete compression 2.68 5.76 j
concrete wall 23'-0" and concrete shear 1.66 3.57 i
51 '-0" reinforcing tension 11.23 24.14 j
l cont. next page 1
i l
2
JOB NO.
91C2672 S&A SuBaeCT BeCo iesee Sneet f2. or 77 Revision /
BUILDING STRUCTURES By f. C. 8 -p_9J l
consulting engineering firm FRAGILITY ANALYSIS Chk. E, c t/5/ 72 l
SUMMARY
of RESULTS l
CDFM and Median Fragility Values (cont'd)
Governing CDFM Median item No./
Structural Stress PGA Fragility BLDG Component Elevation Component (g)
Comment (g)
- 5. / R.B.
Drywell shielding about 30 ft concrete compression 1.39 2.99 concrete about 40 ft reinforcing tension 0.95 Note 2 2.04 about 115 ft concrete shear 2.53 5.44 i
- 6. / R.B.
Internal steel 23'-0" axial compression 2.81 6.04
)
column N-15.5
- 7. / R.B.
Steel roof above axial or bending 0.81 Note 3 1.74 l
156'-6" stress
- 8. / R.B.
Foundation
-(2 5'-6")
soit bearing stress 0.82 Note 4 1.76
- 9. / T.B.
Concrete wall above 6'-0" concrete shear 1.81 3.89
@ Line 20 l'
- 10. / T.B.
Concrete wall above 23'-0" concrete shear 2.53 5.44
@ Line 3 l
- 11. / R.W. Concrete wall below 23'-0" concrete shear 1.46 3.14
@ Line 16 below 37'-0" concrete shear 1.15 2.47
- 12. / R.W. Concrete wall below 23'-0" concrete shear 0.9 1.94
@ Line E below 37'-0" concrete shear 0.9 1.92
- 13. / D.G. Concrete wall above 23'-0" concrete shear 1.21 2.60
@ Line R.3
- 14. / D.G. Concrete wall above 23'-0" concrete shear 1
2.15 (pilons) reinforcing tension 0.4 Note 5 0.86
@ Lines U & T cont. next page l
l
JOB NO.
91C2672 S&A SusseCT eeCe igees Sheet ta of 77 STEVENSON
& ASSOCIATES Revision '/
e structural-mechanical BUILDING STRUCTURES By S.C. 8-5-1J consulting engineering firm FRAGILITY ANALYSIS Chk.E C 6/5/y3
SUMMARY
of RESUI.TS CDFM and Median Fragility Values (cont'd)
Governing CDFM Median item No./
Structural Stress PGA Fragility BLDG Component Elevation Component (g)
Comment (g)
- 15. / D.G. Concrete wall above23'-O" concrete shear 0.39 0.84
@ Line Q
- 16. / D.G. Concrete slab 34'-6" concrete shear 0.42 0.90 between Unes reinforcing tension 0.36 0.77 R.3&Q
- 17. / l.S.
North wall of above 21'-6" concrete shear 5.17 11.12 Concrete Core
- 18. / l.S.
South wall of below 21'-6" concrete shear 4.93 10.60 Concrete Core
- 19. / l.S.
Partial N-S shear below 21'-6" concrete shear 2.11 4.54 walls NOTE 1. FSAR (Ref. 2) discusses stresses in concrete walls being in excess of the yleid stress. Inwever FSAR does not indicate where these stresses occur. It might be connected to a bending mode of a wall au well as to stress in steel column above El.117 ft where columns along with precast concrete panels are considered to form a substitute shear wall. Since these critical cases cannot be addressed the effect cf uncertainty can be taken into consideration.
NOTE 2.These values of CDFM are considerably conservative as they were calculated on the basis of the total stresses for a (D+SSE+THER) load combination which were figured out by approximation (detailed output of a finite element analysis of the drywell structure is not available).
NOTE 3. This value is derived on th' basis of a conservative assumption that the effect of (D+SSe) is the same as that of(D+Tomado) though it is known from FSAR that the effect of(D+ Tornado)is greater.
NOTE 4. Value of.82 has been obtained on the basis of 15 ksf allowable soil capacity which is the value used in FSAR for an OBE load combination. Hence this value is conservative.
NOTE 5. See comments on page 66 of this calculation.
I i
--_ - - - --~ ---
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JOB NO. 91C2672 S&A Sheet 70 of 77 SUBJECT BECo IPEE Revision / STEVENSON& ASSOCIATES By S.C, 6 -S - 93 a stmetural-mechanical BUILDING STRUCTURES consulting engineering firm IRAGILITY ANALYSIS Chk ll 6 f[f/93 Intake Structure, cont'd In Intake Simcture no stmetural components other than concrete core are classified by FSAR (Ref. 2) as a Class I stmeture. However the stmetures above El. 21'-6" bet _ ween Lines A, B,6 and 7 nugh requi e to e analyze f seismic fragility as these st ures urrolmd a piece o e uipment, Diesel Fire Pump, which i etermined to be shutdown r ted. [ Three items fr " Summary ofIntake Strue e Seismic Margins"(page 7 def. 5) might be l involved in such ysis: roof support beams, r support bracing and precast nels. In accordance with the nu cal results shown in this Su ary these components can be iciently evaluated for RLE scir c event. However it has been ticed that the philosophy use n CYGNA calculation f evalu on ofbeam and bracing conn ions is disputable and the co ctions might not meet d gn c ' ria for seismic conditions. At present time calcula
- g of seismic fragility for the items does not seem prac ' I since at this point it is not clear whe er this equipment is going t govern in a process of shu own evaluation
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JOB NO. 91C2672 S& Sheet '7/ of 'I 7 SUBJECT PILGRIM IPEEE Revision i STEVENSON & ASSOCIATES By S,C, S -p-43 a structural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk E d
- [f/f3 ATTACHMENTS pages Ai through A3f i
JOHNO. 91C2672 S&A l Sheet A1 of 3 f SUBJECT PILGRIM IPEEE Revision / STEVENSON & ASSOCIATES By K.c. 8/ 5/9 3, a structural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk 5 C, 6 -S' -93 ATTACHMENTS REACTOR BUILDING ( l l l l
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I l l l l l l l' ATTACHMENT #4 i i PHOTOGRAPHS OF THE CONDENSATE STORAGE / NITROGEN TANK EDG AREA i PHOTOGRAPHS OF BLOCKWALLS 45.1,64.5, AND 209.0 PHOTOGRAPHS OF BUS B2 AND A8 l l t l I I i L___________________
EDG BUILDING /CS TANK /N2 TANK p .g..; 39 I h 4-A 1 u 4. M4 3,,_ _ :. .,,2.. -, m ~ L. Emergency Diesel Generator (EDG) Building (looking southwest toward Reactor Building) 3: 4 !l ~. .~:t:2".x,. EDG Huilding and CST 105H (looking southwest) Note N2 Tank between CST and Reactor Building wall 1
I EDG BUILDING /CS TANK /N2 TANK IL"! h' k i 4-q, ^ a j a l l s ~ e Looking Southwest Looking East l l N2 Tank adjacent to Reactor fluilding wall 1
MASONRY BLOCK WALLS O _ L;&g N - f ? ,lU 1 1 i ~ ! E k. o . = -, l l ,3 3 111 , ',. i,,, gf 'f j ' l' ? 6 l L g f9 l 1 Intake Structure Non-Safety Related Blockwall 45.1 (looking southwe it) s g ~l l f ~. I r, i i-J. ' g;. w. Reactor fluilding Safety Related Blockwall 64.5 (looking south)
MASONRY BLOCK WALLS 1 .. wk 3 ) 2W1 c 4, i.-lm-l
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-l aat sr g 2)J .a a t 1 l i 'f 1 I Tarbine Building Safety Related Blockwall 209.0 with DC panels in front (looking west) 480 VOLT BUS B2 i i l l l l i l l Emergency Bus B2(looking southeast) i
AC IlUS A8 l l y' 5a,a mI ;, -- - -efgrgy ;, ,I ts - g bj L j' l 't -- - _7 ~^ 7 's.' 9 ~ ~ Ground Level View Overhead View From Roof of Adjacent Building i AC Ilus A8 (looking north toward Turbine Iluilding)
1 AC BUS A8 l 1 l t,--.m.__._____,g., I l 0 l ll l ) l AC Bus A8 (looking south) i h QN~ st i-s. i e9,z I s' g l yy'> f'* f , ?.. '[.' O ' <. N ' +- 'N, .,3, s. fa ~ 79, '. ~ ' h I';.> s. l .a .,. g q; .s..N( p., y ' 'll... ~ A8 showing added baseplate friction clip welding
I l ATTACHMENT #5 l PHOTOGRAPHS OF THE SBO DIESEL I i
1 STANDHY HLACKOUT (SHO) DIESEL
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s. SBO Diesel Enclosure (looking northeast) 1 W* 3 . - ',....3'.~ ,e' s# r' s. ep+f:. ~ ?7 7 .l. _ ; -:,;.. a J (p;.xp_, f~g - f
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-l. l ~ j ' *: - pf. // ./ 2 s. ' y.',.. . / p ...... 43,,. c;,;. -., y }.- s - -% Silo Diesel Enclosure (looking southwest) L
1 l STANDHY HLACKOUT (SHO) DIESEL iNf. MlW;Il WW l ~k
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g-,' SBO Diesel Mumer (looking north) l l ES ' += re 4 q Silo Diesel Mumer showing added framing angles to resist north-south seismic inertia forces}}