ML20117K851
| ML20117K851 | |
| Person / Time | |
|---|---|
| Site: | Pilgrim |
| Issue date: | 06/30/1993 |
| From: | STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20117K845 | List: |
| References | |
| 91C2672-C007, 91C2672-C007-R01, 91C2672-C7, 91C2672-C7-R1, NUDOCS 9609120193 | |
| Download: ML20117K851 (42) | |
Text
{{#Wiki_filter:-. -. .- . 4 l 1 l l Attachment A S&A Calculation No. 91C2672-C007, Revision 1 Pilgrim IPEEE Building Structures Fragility Analysis 1 i I 1 { , l l l l l l 5 i 9609120193 DR 960905 ADOCK 05000293 PDR
EDC.) 30\ \
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Client: BECo Calculation No. 91C 2 6 72 - C 007 me: Pit- q R (M IPEEE, BUILblNG S TR U C TU R E'S FR A Q ) L lr y A N A L Y6/S Project: _33Co \ PE6E' 4 A -4 6 Method: N A All) CA L. c. UC A T l ON l
.; ; _ __ ~ .. ;'_ : ;. ! _ z ; _
$[; ,}di Acceptance cCrNEiia: . ' AISC , F-A Es. ACT al e - 8 9. F S A R. .
EPR( hP-6091 Remarks: 1 (
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1 REVISIONS No. Description By Daic Chk. Dale App. Date 0 Initial lssue Nkc. NO/9} kC GhF/9)[,y, % 7 -2 @ 1 Commonb by RPK K'/5.c. 8-s-13 S C/kc 8-E-9.1179hC 9 e r95 o l l CALCULATION l 0 COVER CONTRACT NO. SliEET 91C2672 t
JOB NO. 91C2672 S& STEVENSON & ASSOCIATES SUBJECT PILGRIM IPEEE Sheet Revision 1 By 2 Kp., of 77 8/r/ 93 a structural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk 3,C . $ -$ . (3
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Table of Contents ~ Objective.. . ... .................................................3 References........ . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . .4 Analytical Approach......... .... ..... ... .. . . . . . . . . . . .. .5 - 10 e Summary of Results.. . .. . . . . . . . . . . . . . . . .. I1 - 13 (. Fragility Analysis.. . ... . .... . .. . .. . . 14 Reactor Building.. . ........... .. .... . . . . .. . . . . ... . ... ... 15 - 33 - Turbine Building.. . . . .. . .. . . . . . . . . . . . . . .... ... . 34 - 3 7 - l Radwaste Building.. . ...... . . . . . . . . . . . . . . . . . . . . . . . . 38 - 44 Diesel Generator Building... . . . . . . 45 - 66 (including 50A, 50B, 57A, 57B, 62A, 62B ) Intake Structure.. . . . . 67 - 70 l Attachments .. ... . . . . . . . ... . . 71 Excerpts from Bechtel calculations (Ref. 7) Reactor Building.. . . . . . . . . . . . . . . . . . Al - A17 Turbine Building.. .. .. . . .. A18 - A25 i Radwaste Building.. . . .. . . A26 - A35 ( 1
l l - i JOB NO. 91C2672 S&A STEVENSON & ASSOCIATES SUBJECT PILGRIM IPEEE Sheet 3 Revision I By of 77
#. d . F /E/ /J a stmetural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk.S.C, 6- 5 . (J l
l l l l Objective w y The objective of this calculation is to determine the Conservative Deterministic Failure Margin (CDFM) and the Median Fragility for Class I structures of the Reactor Building, Turbine Building, Radwaste Building, Intake Stmeture, and Diesel Generator Building at BECO Pilgrini Nuclear Power l 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) l through (8).
l ( The list of Class I structures chosen for this calculation has been made with the assumption that all essential safety related stmetural components, except for Diesel 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 I been taken from FSAR (Ref. 2), App. C, Tables C.2-1 through C.2-7. Seismic analyses of shear walls
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in Turbine and Radwaste Buildings prepared by Bechtel have been used for evaluation of these two buildings . Excerpts from these calculations (Ref. 7) are included as Attachments. CYGNA l calculation (Ref. 5) has been used for evaluation of the Intake Stmeture. 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 stmetures along with corresponding CDFM and Median Fragility values is presented in the " Summary of Results". l
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l l JOB NO. 91C2672 l 1 S&A STEVENSON & ASSOCIATES SUBJECT PILGRIM IPEEE Sheet Revision f By gc h of 77 J -r- y1 l a structural-mechanical BUILDLNG STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk 5,C , 6 -$ -43
References:
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- 1. Stevenson & Associates, " Floor Response Spectra for Pilgrim Nuclear Pow _
Station, IPEEE", Report No. S &A 91C2672, R-001', Rek. O, February 1993. 5@D 5 R.F % - if6
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- 2. Boston Edison, " Final Safety Analysis Report for the Pilgrim Station",1969 c
3
- 3. EPRI (Electric Power Research Institute), NP-6041 SL "A Methodology for Assessment of Nuclear Power Plant Seismic Margin", Rev.1, Final Report, Aug.1991.
O . 4Building Code Requirements for Reinforced Concrete, ACI 318-8
\ . CYGNA, " Calculation cf Seismic Margins for the Pilgrim Nuclear Power Station Intake Structure",
BEC Calc No. C15.0.2218, Rev. O, Nov.1987.
- 6. Stevenson & Associates, " Finite Element Model for Dynamic Analysis qf theDieselGensralor_
Building at Pilgrim Station", Contract No. 92C2749, Rev. O, Jan.1993. M605 /fCVYpthi w -
~ < -3 __ -y
- 7. Bechtel Eng. Corporation, Boston Edison Co. Pilgrim Station # 600 Calculations.
- 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 Construction Manual, 9-Th Edition.
l 11. Review Comments on Pilgrim CDFM Capacity Analyses, R.P. Kennedy, July 20,1993. t P i
l JOH NO. 91C2672 S&A SUBJECT PILGRIM IPEEE Sheet 5' Revision f of 'l 7 STEVENSON & ASSOCIATES By 9,c, S-S.ef3 a structural-mechanical BUILDLNG STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk N. d . f /f/9 3 ANALYTICAL APPROACH L For two identical dynamic models used for the SSE and RLE analyses a relationship between corre::ponding stress components in a shear wall at a specific elevation can be approximated as following: f(Wa
.Sa.sse) f(Wa.Sa.m)
=* where " - -
m.sse m. m ,. -p ,
; r k and n are numbers of nodes related to the highest model elevation and the elevation wlere stress component m.sse was calculated in Bechtel calculations. ,
i f(Wa *SA.m) Then m. m - m. sse and per Ref. 9: , f(Wa Sa.sse) l l l t
" f(Wa.Sa.sse) l CDFMPGA = Fu So.m
- m. m So.m . F4 * (Wa.Sa.m)
In these equations : y:h _ . , F, - ductility factor . ou - ultimate stress (or ultimate capacity of the structure) calculated per Ref. 3,4,10 -- Wa - (DL+LL) responsible for the seismic load and related to one elevation u/ Sa.sss - controlling acceleration for the structure due to SSE event Sa. m - same but due to Review level Earthquake (RLE) oent
- m. sse - calculated stress due to SSE event m.m- same due to RLE event So.m - PGA of the IPEEE RLE So.m=0.4g (WA Sa.sse)
Numerical input data for the part of the equation for CDFM values are shown on pages 8 l f(Wa.Sa.m) through 10. N l
is JOB NO. 91C2672 S& STEVENSON & ASSOCIATES
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SUBJECT PILGRIM IPEEE Sheet 6 Revision / By G.C. f 1, 12 of 7'/ a structural-mechanical BUILDLNG STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk 6C, /Ar/c IL When applicable the level of conservatism in the stress scaling procedure shown above can be reduced by dividing the total stress value into two components as follows: oc.(o + ssr> = ac,o + m.sss = pW(1 + 2n x Sa.ssr) (vertical seismic load component is equal to 2n of horizontal seismic load)
. . =
I h h SCft E Oc.ssa-. \ D SSE) y g g a.g o . a _. j Y y U Sa.m
- m. m = m. m ,
Sa.m l CDP , - rp m - m.o = Fu m - m.o Sa.sse _ m - oc.o Sa.m l Fu ,
- m. m m.sse Sa.m m.<o . ssu>- m. o Sa.m l l
*~"'" " 0.4g- JK CDFMPGA = Fu ---
m,(o + ssE)- m.o 8a,M ;.. d a . .. Note: ac.o includes (dead load + 1ive load). IIL The Median Fragility values are calculated based upon the CDFM values (see Ref. 9): 1 HCLPFso(e"W')= LM CDFM(e*) where pc446 ror preliminary screening i IV. Values of ac.sse for structural components in Reactor Building have been taken from FSAR (Ref. 2). For the other buildings oc.ssa values have been either taken from various Bechtel calculations (Ref. 7) or calculated. All these stresses as they were calculated are working stresses with one exception for shear stresses in concrete walls of Reactor Building. These shear stresses originally were calculated per Working Stress Design Method, and then they were converted with the use of some factors into values compatible with ultimate strength of concrete (these com etted stresses are shown in Table C.2 3 of FSAR). For the purpose of this calculation these stresses have been comened back into working stresses with the use of the same factors. l
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JOB NO. 91C2672 S&A STEVENSON & ASSOCIATES SUBJECT PILGRIM IPEEE Sheet 7 Revision 1 of 77 By S . C . S 43 a structural-mechanical BUILDING STRUCTURES consulting engineering firm FRAGILITY ANALYSIS Chk /Cd #/S/13 V. In some cases the actual splices of reinforcement bars (in accordance with the drawings) lack to satisfy the criteria of ACI 318-89. The effect of this deficiency has been taken into consideration differently in different cases:
,_ f ~ #illQ?-: l
- 1. Ultimate shear canacity of a shear wall. *
- P$ ~ )NE
;P If a shear diagonal tension crack in a wall in the vicinity of a short splice crosses only a few bars while most of
, them remain fully effectiw, the wall remains ductile as most of the steel is able 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 satisfy 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 fn = &}f'a 6.67/e(C+ + 0.5d>) 0.92 + 0.08 C-=_' + 3 00 A 6 where A* . -- -( C== > . da - the bar diameter A 6 = the bar area ' l ls = the bar actual splice length C- - the smaller of C (cover) or C, (1/2 of the clear spacing) C - the larger of C. or C, l f'= = the CDFM compressive cuength of the concrete
# = 0.90 (strength reduction factor)
If fn < yield 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 reinrorcement. b) When tension in reinforcement is not critical for the CDFM screening results uhile lack of splice length is l 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 information is found . F, - i.0 similarly to above. +
M 8 m Eh 5- 5 m
- e. gO REACTOR BLDG WxSA,SSE)WxSA,RLE RATIO i; j !_ *
, s- >
NODE ELEVAT*N MASS WEIGHT SSE RLE ' RATIO !. M NUMBER ft. W SA,SSE HORIZ'L SUM OF SA.RLE HORIZ'l SUM OF WxSA.SSE a .@ k.sec2 kips FORCE FORCES FOP.CE FORCES WxSA.RLE *b E ft kips kips kips kips 8 164.50 40.41 1299.99 1.05 1364.99 1364.99 0.516 :670.79 670.79 2.035 , m u 7 6 138.00 117.00 499.30 46.63 1500.09 16062.48 0.86 0.45 1290.07 2655.06 0.332 ?498.03 7228.12 9883.18 0.222 73565.87 '4734.69 1168.82 2.272 2.087 f5 OE M 2 5 91.25 352.70 11346.36 0.37 4198.15 14081.33 0.197 72235.23 - 6969.93 2.020 F 9. Q 9 4 74.25 488.80 15724.70 0.33 5189.15 19270.48 0.182 2861.89 9831.82 t 1.960 hO 3 51.00 585.30 18829.10 0.30 '5648.73 24919.21 0.204 3841.14 -13672.96 1.823 gh y 3 2 23.00 765.70 24632.57 0.23 5665.49 30584.70 0.195 4803.35 18476.31 1.655 >c P o 1 -17.50 1665.00 53563.05 0.17 9105.72 39690.42 0.175 9373.53 27849.84 1.425 EO m $ $
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t M in ya TURBINE BLDG WxSA,SSE xSA,RLE RATIO O NODE ELEVAT*N MASS WEIGHT SSE RLE RATIO k' k > NUMB. ft W S A,SSE HORIZ'l SUM OF S A,RLE HORIZ'L SUM OF WxSA.SSE "g3-k.sec2 ft kips FORCE kips FORCES kips FORCti kips FORCES i kips n WxSA,RLE 3[; 3 7 105.5* 32.6 1048.74 1.71 1793.35 1793.35 0.59 l 618.761, 618.76 2.90 6 90.0' 53.4 1717.88 1.22 2095.81 3889.16 0.45 l 773.051 1391.80 2.79 E $$
- 5 66.0* 70.4 2264.77 0.73 1653.28 5542.441 0.36 l 815.321' 2207.12 2.51 aF 5 4 51.0* 309.3 9950.18 0.59 5870.61 11413.05 0.34 1 3383.06l " 5590.18 2.04 py h 3 37.0* 156.7 5041.04 0.43- 2167.65 13580.69 0.28 - l 1411.49l 7001.67 1.94 Ao 2
1 23.0* 6.0* 288.6 1005.3 9284.26 32340.50 0.33 0.17 3063.81 5497.89 16644.5 22142.39 0.27 12506.75 l-9508.42_ 0.25 1 8085.13 117593.55 1.75 1.26 [$ gg y%y TURBINE PEDESTAL + TURBINE BLDG STRUCTURE <r r- Q o u 8' 748.0'e g 7515499.6 87 Mt3.382Cn $g ?.! si 1- x 6.0MW WDW3W! M 7 W1165%
- Ci I
5 Note: The value of " Horizontal Force" for node 1 in the shaded part of the table is taken $j: " Q as the " Sum of Forces" for the same node from the unshaded area of the table. ,
,e 5. f.
m w 3 b. CD D % o D e
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4, k g\ w "
P. m RADWASTE BLDG WxSA,SSE "xSA RLE RATIO $ a m RATIO NODE ELEVAT*N MASS WEIGHT SSE RLE Eh NUMBER ft. W SA,SSE HORIZ'L SUM OF SA RLE HORIZ'L SUM OF WxSA,SSE sEm k.sec2 kips FORCE FORCES FORCE FORCES WxSA,RLE "EO ft kips kips kips kips h. Y 8 H!$ 6 81.00 38.3 1232.11 0.58 714.62 714.62 0.530 653.02 653.02 1.094 "3- [' g 5 51.00 101.2 3255.60 0.33 1074.35 1788.97 0.280 911.57 .-1564.59 1.143 mD-4 37.00 96.4 3101.19 0.26 806.31 2595.28 0.230 713.27 2277.86 1.139 3~N ' 3 23.00 203.6 6549.81 0.24 1571.95 4167.24 0.210 1375.46 3653.32 1.141 5 2 7.00 0 0.00 0.15 0.00 4167.24 0.210 0.00 3653.32 1.141 1 -1.00 266.9 8586.17 0.15 1287.93 5455.16 0.240 2060.68 '5714.00 0.955 yE $ o
>F 2m ?J.
9o I DIESEL GENERATOR BLDG WxSA,SSE VxSA,RLE RATIO r 5! O Q9
)M NODE ELEVAT*N MASS WEIGHT SSE RLE RATIO $$ h.R NUMBER ft.
k.sec2 W kips SA,SSE HORIZ'L FORCE SUM OF FORCES SA,RLE HORIZ'L FORCE SUM OF FORCES WxSA,SSE WxSA,RLE QQ yE Qf g " ft kips kips kips kips Q - 2 50.00 81.0 2608.00 0.17 443.36 443.36 0.320 834.56 834.56 0.531 m 1 23.00 30.5 982.00 0.15 147.30 590.66 0.330 324.06 1158.62 0.510 INTAKE STRUCTURE WxSA.SS SA.RLE RATIO ' g , ,w NODE ELEVAT'N SSE RLE RATIO g E E{ E-NUMBER ft. MASS WEIGHT SA.SSE HORIZ'L SUM OF MASS WElGHT SA,RLE - HORIZ'L SUM OF Wx SA,SSE - ,A 3 ,,.,
- k. sec2 W FORCE FORCES k.sec2 W FORCE FORCES wx SA.RLE 0 Ja
,O ft kips kipe kipe ft kipe kipe ; 2 kipe
* % ?.,
3 38.00 29.9 961.9 0.30 288.56 288.56 22.6 727.7 0.187 136.08 136.08 2.120 2 21.50 602.1 16152.6 0.28 4522.72 4811.28 400.3 12889.7 0.172 2217.02 2353.11 2.045 1 24.00 528.8 17011.5 0.15 2551.72 7363.01 528.8 17027.4 0.181 3081.95 5435.06 1.355 4 W q g
i i JOB NO. 91C2672
- S&A SuBaeCT BeCo iesce Sheet << of 77 i STEVENSON
- Revision 7
& ASSOCIATES
' BUILDING STRUCTURES By $ C. S- M 3 con u irg rgi ce rm FRAGILITY ANALYSIS Chk./g P/f/93
SUMMARY
of RESULTS j CDFM and Median Fragility Values i _ i Abbreviations- " l R.B. forheactor Building , "* N j T.B. for Turbine Building R.W. for Radwaste Building l.S. for Intake Structure
- D.G. for Diesel Generator Building %-
- ~
, Governing CDFM Median ] Item No./ Structural Stress PGA Fragility BLDG Component Elevation Component (g) Comment (g) ( 1. / R.B. Concrete wall, above concrete shear 2.36 5.07 1 North -(17'-6*) Note 1 4 above 23'-0* concrete shear 2.78 5.98
- 2. / R.B. Precast panels concrete comp'ression ' 2.85 [ .
6.13 . as a part of above concrete shear ~1.38! 2.97 j shear walls 117'-0" reinforcing tension '1.54 3.31
- Precast panels concrete compression 2.18 4.69 I in out-of plan above concrete shear 5.37 11.55 bending 117'-0" reinforcing tension 1.72 3.70
.l 3. / R.B. Truck access 23'-0
- concrete compression 6.29 composite 13.52 i floor beam bending 2.22 action 4.77 1
concrete compression 4.82 slab 10.36 concrete shear 1.65 between 3.55 reinforcing tension 4.94 beams 10.62 1
- 4. / R.B Internal diagonal between concrete compression 2.68 5.76 concrete wall 23'-0" and concrete shear 1.66 3.57 '
51 '-0" reinforcing tension 11.23 24.14 cont. next page I
1 JOB NO. 91C2672 S&A SuBaeCT BeCo meee Sreet rz e, n l STEVENSON I E Rev..ision / ) BUILDING STRUCTURES
$nsuIrg
" By 5, C , 8 f.qJ ieen FRAGILITY ANALYSIS Chk. E, c, t/5/ 72 ,
l
SUMMARY
of RESULTS CDFM and Median Fragility Values (cont'd! l
.; Goveming - -COFM _._ _ Median .
Item No./ Structural p BLDG Component
-A :-
Elevation Stress Component y -PGAf
- Igl' 5Erf Comment
@+(g)agility,
~'
Drywell shielding
- 5. / R.B. about 30 ft concrete compression .1.39 ~ 2.99 concrete about 40 ft reinfoicing tension ~ (0.95 Note 2 - 2,04 about 115 ft concrete shear 2.53 5.44
- 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 1.74 156-6* stress
- 8. / R.B. Foundation -(25'-6*) soil bearing stress 0.82 Note 4 1.76
^
_ A ?Z;
- 9. / T.B. Concrete wall above 6'-0* concrete shear 1.81 3.89 j'
@ Line 20 --
- 10. / T.B. Concrete wall above 23'-0" concrete shear 2.53 5.44
@ Line 3
- 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'-O' 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
JOB NO. 91C2672 S&A SuB;eCT BeCo ieese Sheet 73 of 77 STEVENSON
& ASSOCIATES Revision '/
BUILDING STRUCTURES By IC a structural-mechanical 8-5 -Q censulting engineenog firm FRAGILITY ANALYSIS Chk.K C 8/5/y3
SUMMARY
of RESULTS j CDFM and Median Fragility Values (cont'd) i Goveming CDFM Median item No./ Structural _ Stress gg .
.. PGA ,, Fragility
~ ~ (g): ' Comment' '-~(g)'
~~~
BLDG Component Elevatkm . Component ~ yp a : . 4.2 l 15. / D.G. Concrete wall above23'-0* concrete shear 0.39 - ' O.84
@ Line Q -~c
- 16. / D.G. Corh: rete slab 34'-6" concreie shear ~ 0 2 0.90 I between Lines reinforcing tension 0.36 0.77 l R.3&Q i
- 17. /1.S. North wall of above 21'-6" concrete shear ~5.17 11.12 l Concrete Core
- 18. /1.S. South wall of below 21'-6" concrete shear 4.93 10.60 Concrete Core
- 19. /1.S. Part i N-S shear below 21'-6" concrete shear 2.11' _. . 4.54 walls . .-
h.NL. r NOTE 1. FSAR (Ref. 2) discusses stresses in concrete walls being in excess of the' yield stress. However FSAR does not indicate where these stresses occur. It might be connected to a bending mode of a well as 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 well. Since these critical cases cannot be addressed the effect of 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 the basis of a conservative assumption that the effect of (D+SSE)is the same as that of (D+ Tornado) though it is known from FSAR that the effect of (D+Tomado) 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. l NOTE 5. See comments on page 66 of this calculation. I
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