Text

Fragility Evaluation of Fuel Oil Storage Tank, Rev 0
	ML20248D018
Person / Time
Site:	Oyster Creek
Issue date:	10/11/1994
From:	; EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING
To:	;
Shared Package
ML20248C969	List: ML20248C966; ML20248D018; ML20248D049; ML20248D090; ML20248D112;
References
	REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR 50124-C-409, 50124-C-409-R, 50124-C-409-R00, NUDOCS 9806020301
	Download: ML20248D018 (64)
	v • d • e

_ _ _

1940-98 20188 ATTACilMENT 2 i

FRAGILITY ANALYSIS OF COMBUSTION TURHINE FUEL OIL TANK I

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Cover Sheet 2

Table of Revisions Table of Contents 3

References 4

Objective 5

Summary 5

Technica! Approach 6

9 Horizontal impulsive Mode Response N

Horizontal Convective Mode Response l

Vertical Fluid Mode Response 14 Combined Responses 17

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Effective Tank Weight to Response Variabilities q

Shell Buckling Stress 25 Fluid Hold-down Force 7/7 Base Moment Capacity 3D LL Base Moment Capacity Variabilities M

inelastic Energy Absorption Overall Fragility

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Attachment A - Free-Field Soil Properties,3SSE Ground Motion Attachment B - Miscellaneous Reference Material Attachme-nt C - Benchmark Calculations 2HD 289/fotank

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REFEVtENCES 1.

Tank Drawings:

Chicago Bridge and Iron, Contract No. N81069C, Drawing Nos.1 to 4, Document Control Nos. N401-005-001 to -004.

Chicago Bridge and Iron, Drawing Nos. 5A60-1,5A60-2, SC60-1, SC60-2, Document Controf Nos. N401-013-001 to N401-016-001.

General Electric, Drawing No. C365.

2.

"A Methodology for Assessment of Nuclear Power Plant Seismic Margin (Revision 1)," Electric Power Research Institute, EPRI NP-6041-SL, Revision 1, August 1991.

3.

Bandyopadhyay, K., et al, " Seismic Design and Evaluation Guidelines for Department of Energy High-Level Waste Storage Tanks and Appurtenances,"

prepared for the Department of Energy by the DOE Tanks Seismic Experst Panel and Brookhaven national laboratory, BNL 52361, January 1993.

4.

Veletsos, A.S. and Y. Tang, "The Effects of Soil-Structure Interaction on Laterally Excited Liquid-Storage Tanks," prepared for the Electric Power Research Institute by Rice University, EPRI NP-6500, September 1989.

5.

Veletsos A.S. and Y. Tang, " Interaction Effects in Vertically Excited Steel Tanks," Dynamic Response of Structures. American Society of Civil Engineers, 1986,636-643.

6.

Haroun, M.A. and G.W. Housner, " Seismic Design of Liquid Storage Tanks,"

Journal of the Technical Councils of ASCE. American Society of Civil Engineers, Volume 107, No. TC1, April 1981,191-207.

7.

" Tentative Provisions for the Development of Seismic Regulations for Buildings,"

Applied Technology Council, ATC Publication ATC 3-06,1978.

j 8.

Roesset, J.M., "A Review of Soil-Structure interaction," Soil-Structure Interaction: The Status of Current Analysis Methods and Research. prepared for the U.S. Nuclear Regulatory Commission by Lawrence Liverrnore National Laboratory, NUREG/CR-1780, January 1981.

9.

Newmark, N.M. and W.J. Hall, " Development of Criteria for Seismic Review of Selected Nuclear Power Plants," U.S. Nuclear Regulatory Commission, NUREG/CR-0098, May,1978.

10.

Reed, J.W. and R.P. Kennedy, " Methodology For Developing Seismic Fragilities," Draft, prepared for the Electric Power Research Institute, August 1993.

-11.

" Buckling of Thin-Walled Circular Cylinders," National Aeronautics and Space Administration, NASA SP-8007, August 1968.

2HD 289/fotank

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CHK'D DM DATE8[fN4 OliJECTIVE The objective of this calculation is to calculate the seismic fragility of the fuel oil storage tank (Reference 1) at the Oyster Creek Nuclear Generating Station (OCNGS). This fragility will be used in the probabilistic risk assessment of OCNGS for resolution of the seismic Individual Plant Examination of External Events.

SUMMARY

Failure of the fuel oil storage tank is contolled by buckling of the shell after significant uplift The fragility is as follows:

Am = 0.66g GR = 0.37

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HCLPF Capacity = 0.199 l

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TECHNICAL APPROACH 1

Preliminary review of the fuel oil storage tank indicates that its seismic capacity is I

controlled by shell buckling due to base moment. This failure mode dominates over other potential failure modes, such as sliding or shell hoop tension failure, because this tank is unanchored and thus has relatively low resistance against seismic-induced base uplift.

For this fragility evaluation, median tafik seismic response and capacity will be evaluated following deterministic methods using median-centered input parameters.

Variabilities will be determined to account for potential randomness and uncertainty in the most important parameters.

Tank seismic response and capacity will be determined as follows:

Seismic Response: Seismic response analysis will follow the general procedures recommended by EPRI NP-6041-SL (Reference 2). Although more current, procedures recommended by the DOE Tanks Seismic Experts Panel (TSEP) (Reference 3) cannot be used since the fuel oil storage tank height-to-radius ratio is outside of the range of values for which solutions are provided. Soil-tank interaction will be determined following Veletsos' recommendations in References 4 and 5.

I Certain response parameters are used to determine the tank seismic capacity. It is thus necessary to calculate seismic response for a ground motion levelin the range of the 1

tank median acceleration capacity. Seismic response analysis will be performed for a trial horizontal peak ground acceleration of 1.0g.

Base Moment Ccpacity: The base moment capacity will be determined following evaluation procedures recommended by the TSEP (Reference 3).

Inelastic Energy Absorption Capability: The inelastic energy absorption factor will be determined following procedures recommended in Appendix M of EPRI NP-6041-SL (Reference 2).

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JOB NO.60M.0+ JCB Oper C#A BY M A DATEL-36-%

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JOB NO.DITY 4 JOB Oa.,. ems-BY h DATE '145%

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EGE EQE NTERNATONAL C9 SHEET NO. 43

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Jos No.91 M o+ JOB (de M L BY 3Eh DATEiL-10 -%

CALC. NO. 0' N9 SUBJECT ToelDlih%gTh CHKD N DATE 48[Y

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k m :- O.ubg g, e o.bi pa-0.59 uas C.o.m rs.2.%'

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ATTACHMENT A FREE-FIELD SOIL PROPERTIES,3SSE GROUND MOTION l

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l 2HD 289/fotank L- -- - -

EGE EQE INTEM4 ATONAL SHEET NO.

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JOBNO.fOlN*@r JOB O h C#e11t.-

BY _ h DATE%-T.S-M CALC. NO. O~N0 SU6 JECT b A Oh%w

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i E0E ENG. CONSULT.

AD:1-415-362-0130 MAR 25'94 17:51 No.'008 P.03 AS FOF A Division of EQE International

( gtugug FACSIMILE Time: /-P,30 Date: 9[I From: IN EQE Engineering Consultants 44 MonLgomery3t., Ste. 3200 l

San Francisco CA 94104 Fax # 415362-0130 Phone 415 989 2000 To:

3 Company: 88MIE-(fT Fax No.

No.of Pages 6 (incluamg cover)

If you are having problems receiving this transmittal please contact:

Comments:

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PLEASE NOTE: The Informo!!on containeo in itis tocsim!!e transmission is intonded to be sent onty to tne i

stated recipient of the transmission and may contoln information thot is confidenttol. prMieged or otherwise protected from disclostre under opplicable low, if the roodor of this messoge is not the intended rociptent or the intended reciplent's ogent.you ore herebv nottfled that ony dissemination, distribution or copyiin of the information contoined in this focsimlie transmission is prohibited. You are further osked to notify us of

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the error os soon as pos.sible of the telephone number shown obovo ono to retum the focsimile documents to us immed!ototy by moll of the address shown cbove. Thank you for your cooporotton.

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44 Mamtgmnery Street, Suite 32tXI. An Frantivo. OA 94104. idq,lione (415) 9tr>-2mn. tax (4151 %24sIw

E0E ENG. CONSULT.

1D:1-415-362-0130 MAR 25'94 17:52 No.008 P.04 At lD-W PROJECT:

OCNGS US! A-468 IPEEE SHEET 6 OF CALC.:

Sof24.C-307 BY D 7D DATE3/l4/N sammmmmmmasammiin

(

ENGINEERING

SUBJECT:

Scale Factors forIPEEE FPRf/LLNL Comoarlson CHK DATE CONSULTANTS

=

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ID:1-415-352-0130 MAR 25'94 17:52 No.008 P.05 45 PROJECT:

OCNGS USI A46 & IPEEE SHEET S OF Y

CALC.:

50 f fd-C.307 BY D7D DATE M [N

(

ENGINEERING

SUBJECT:

Scale Factors forIPEEE EPRIALNL Comoarison CHK DATE CONSULTANTS O

3g Table 1: EPRI UHS Input. Shear Modulus G Factor s

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ATTACHMENT B MISCELLANEOUS REFERENCE MATERIAL

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H/a Effect'ive Natural Frequency and Damping for Elastically Figure 4.9 Supported Steel Tanks with H/a -0.001 o

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86 PAGE m

(,0B NO. gom OYSTER CREEK NUCLEAR GENERATING STATION BY:

w optg CALC, NO c n,o t CHK'D:

SCALE EPRI GROUND SPECTRA TO 1g MEDIAN PGA HORIZONTAL VERTICAL MEDIAN 84TH MEAN M4D MEDIAN 84TH MEAN M4D FREQ Sa Sa Sa Sa Sa Sa Sa Sa M

9 9

9 9-0.1000 0.0334 0.0407 0.0340 0.0409 0.0223 0.0271 0.0227 0.0272 0.1043 0.0347 0.0423 0.0353 0.0424 0.0231 0.0282 0.0236 0.0283 0,1087 0.0360 0.0439 0.0367 0.0440 0.0240 0.0292 0.0245 0.0294 0.1133 0.0374 0.0455 0.0381 0.0457 0.0249 0.0304 0.0254 0.0305 0.1182 0.0388 0.0473 0.0396 0.0475 0.0259 0.0315 0.0264 0.0316 0.1232 0.0403 0.0491 0.0411 0.0493 0.0268 0.0327 0.0274 0.0329 0.1284 0.0418 0.0510 0.0426 0.0512 0.0279 0.0340 0.0284 0.0341 0.1339 0.0434 0.0529 0.0443 0.0531 0.0289 0.0353 0.0295 0.0354 0.1396 0.0451 0.0549 0.0460 0.0552 0.0300 0.0366 0.0306 0.0368 0.1456 S.0468 0.0570 0.0477 0.0573 0.0312 0.0380 0.0318 0.0382 0.1518 0.0486 0.0592 0.0495 0.0594 0.0324 0.0395 0.0330 0.0396 I

0.1582 0.0504 0.0615 0.0514 0.0617 0.0336 0.0410 0.0343 0.0411 0.1650 0.0524 0.0638 0.0534 0.0641 0.0349 0.0426 0.0356 0.0427 0.1720 0.0544 0.0663 0.0554 0.0665 0.0362 0.0442 0.0370 0.0444 0.1793 0.0564 0.0688 0.0576 0.0691 0.0376 0.0459 0.0384 0.0460 0.1869 0.0586 0.0714 0.0598 0.0717 0.0391 0.0476 0.0398 0.0478 0.1949 0.0608 0.0742 0.0620 0.0745 0.0406 0.0494 0.0414 0.0496 0.2032 0.0632 0.0770 0.0644 0.0773 0.0421 0.0513 0.0429 0.0515 0.2119

.0.0656 0.0799 0.0669 0.0803 0.0437 0.0533 0.0446 0.0535 0.2209 0.0681 0.0830 0.0694 0.0833 0.0454 0.0553 0.0463 0.0555 0.2303 0.0707 0.0862 0.0721 0.0865 0.0471 0.0574 0.0481 0.0577 0.2401 0.0734 0.0895 0.0748 0.0898 0.0489 0.0596 0.0499 0.0599 0.2503-0.0762 0.0929 0.0777 0.0932 0.0508

~0.0619 0.0518 0.0622 0.2610 0.0791 0.0964 0.0807 0.0968 0.0527 0.0643 0.0538 0.0645 0.2721

'0.0821 0.1001 0.0838 0.1005 0.0548 0.0667 0.0558 0.0670 0.2837 0.0853 0.1039 0.0870 0.1044 0.0568 0.0693 0.0580 0.0696 0.2958 0.0885 0.1079 0.0903 0.1083 0.0590 0.0719 0.0602 0.0722 l

0.3084 0.0919 0.1120 0.0937 0.1125 0.0613 0.0747 0.0625 0.0750 l

0.3215 0.0954 0.1163 0.0973 0.1168 0.0636 0.0775 0.0649 0.0779 l

0.3352 0.0991 0.1208-0.1010 0.1212 0.0660 0.0805 0.0674 0.0808

'O.3495 0.1029 0.1254 0.1049 0.1259 0.0686 0.0836 0.0699 0.0839 0.3644-0.1068 0.1302 0.1089 0.1307 0.0712 0.0868 0.0726 0.0871 O.3799 0.1109 0.1352 0.1131 0.1357 0.0739 0.0901 0.0754 0.0905

[

p l.L

i 6Ce PAGE 1A

(' MB NO.

WQ OYSTER CREEK NUCLEAR GENERATING STATION BY:

r.rn ch4 3 CHK'D:

CALC. NO

..d l

l SCALE EPRI GROUND SPECTRA TO 1g MEDIAN PGA HORIZONTAL VERTICAL MEDIAN 84TH MEAN M+SD -

MEDIAN 84TH MEAN M+SD

~

FREQ Sa Sa Sa Sa Sa Sa Sa Sa HZ g

g g

g 0.3961 0.1151 0.1403 0.1174 0.1409 0.0767 0.0935 0.0783 0.0939 0.4129' O.1195 0.1457 0.1219 0.1463 0.0797 0.0971 0.0812 0.0975 0.4305 0.1241 0.1512 0.1265 0.1518 0.0827 0.1008 0.0844 0.1012 0.4488 0.1288 0.1570 0.1314 0.1576 0.0859 0.1047 0.0876 0.1051 0.4680 0.1337 0.1630 0.1364 0.1637 0.0892 0.1087 0.0909-0.1091 0.4879 0.1389 0.1693 0.1416 0.1699 0.0926 0.1128 0.0944 0.1133 0.5087 0.1442 0.1757 0.1470 0.1764 0.0961 0.1172 0.0980 0.1176 0.5303 0.1497 0.1825 0.1526 0.1832 0.0998 0.1216 0.1018 0.1221 0.5529 0.1554 0.1894 0.1585 0.1902 0.1036 0.1263 0.1056 0.1268 0.5765 0.1613 0.1967 0.1645 0.1974 0.1076 0.1311 0.1097 0.1316 0.N10 0.1675 0.2042 0.1708 0.2050 0.1117 0.1361 0.1139 0.1367

(

0.6266 0.1739 0.2120 0.1773 0.2128 0.1159 0.1413 0.1182 0.1419 0.6533 0.1805 0.2201 0.1841 0.2210 0.1204 0.1467 0.1227 0.1473 0.6811 0.1874 0.2285 0.1912 0.2294 0.1250 0.1523 0.1274 0.1529 0.7102 0.1946 0.2372 0.1985 0.2382 0.1297 0.1582 0.1323 0.1588 0.7404 0.2020 0.2463 0.2061 0.2473 0.1347 0.1642 0.1374 0.1648 0.7719 0.2098 0.2557 0.2139 0.2567 0.1398 0.1705 0.1426 0.1711 0.8048 0.2178 0.2655 0.2221 0.2665 0.1452 0.1770 0.1481 0.1777 0.8391 0.2261 0.2756 0.2306 0.2767 0.1507 0.1838 0.1537 0.1845 0.8748 0.2348 0.2862 0.2394 0.2873 0.1565 0.1908 0.1596 0.1915 0.9121 0.2437 0.2971 0.2486 0.2983 0.1625 0.1981 0.1657 0.1989 0.9509 0.2530 0.3085 0.2581 0.3097 0.1687 0.2056 0.1720 0.2065 0.9914 0.2627 0.3203 0.2679 0.3215 0.1751 0.2135 0.1786 0.2143 1.0337 0.2751 0.3353 0.2805 0.3366 0.1834 0.2235 0.1870 0.2244 1.0777 0.2887 0.3519 0.2944 0.3533 0.1924 0.2346 0.1962 0.2355 1.1236 0.3029 0.3692 0.3089 0.3707 0.2019 0.2462 0.2059 0.2471 1.1714 0.3179 0.3875 0.3242 0.3890 0.2119 0.2583 0.2161 0.2593 1.2213 0.3336 0.4066 0.3402 0.4082 0.2224 0.2711 0.2268 0.2721 1.2733 0.3500 0.4267 0.3570 0.4284 0.2333 0.2845 0.2380 0.2856 1.3276 0.3673 0.4477 0.3746 0.4495 0.2449 0.2985 0.2497 0.2997 1.3841 0.3854 0.4698 0.3931 0.4717 0.2570 0.3132 0.2620 0.3145 1.4431 0.4045 0.4930 0.4125 0.4950 0.2696 0.3287 0.2750 0.3300 1.5045 0.4244 0.5174 0.4328 0.5194 0.2829 0.3449 0.2886 0.3463

n I

~

PAGE 2 5'

(

.>3 NO.

SolL4 OYSTER CREEK NUCLEAR GENERATING STATION BY:

t w n/u /4.g.

CHK'D:

CALC. NO c-bi SCALE EPRI GROUND SPECTRA TO 1g MEDIAN PGA HORIZONTAL VERTICAL MEDIAN 84TH MEAN M+SD MEDIAN 84TH MEAN M+SD FREO Sa Sa Sa Sa Sa Sa Sa Sa HZ g

g g

g 1.5686 0.4454 0.5429 0.4542 0.5451 0.2969 0.3619 0.3028 0.3634 1.6354 0.4874 0.5697 0.4766 0.5720 0.3116 0.3798 0.3177 0.3813 1.7051 0.4904 0.5978 0.5001 0.6002 0.3270 0.3986 0.3334 0.4001 1.7777 0.5146 0.6274 0.5248 0.6298 0.3431 0.4182 0.3499 0.4199 1.8534 0.5401 0.6583 0.5507 0.6609 0.3600 0.4389 0.3672 0.4406 1.9324 0.5667 0.6908 0.5779 0.6935 0.3778 0.4606 0.3853 0.4624 2.0147 0.5947 0.7249 0.6065 0.7278 0.3965 0.4833 0.4043 0.4852 2.1005 0.6240 0.7607 0.6364 0.7637 0.4160 0.5071 0.4243 0.5091 2.18'%

0.6549 0.7983 0.0678 0.8014 0.6 66 0.5322 0.4452 0.5343 2.2832

'O.6872 0.8377 0.7008 0.8410

0. % 81 0.5585 0.4672 0.5606 2.3804 0.7211 0.87.')0 0.7354 0.8825 0.4807 0.5860 0.4903 0.5883 i

2.4818 0.7567 0.9224 0.7717 0.9261 0.5045 0.6150 0.5145 0.6174 2.5875 0.7847 0.9566 0.8003 0.9604 0.5232 0.6377 0.5335 0.6402 2.6977 0.8118 0.9895 0.8278 0.9934 0.5412 0.6597 0.5519 0.6623 2.8126 0.8397 1.0236 0.8563 1.0277 0.5598 0.6824 0.5709 0.6851 2.9324 0.8686 1.0589 0.8858 1.0631 0.5791 0.7059 0.5906 0.7087 3.0573 0.8986 1.0954 0.9164 1.0997 0.5990 0.7302 0.6109 0.7331 3.1875 0.9295 1.1331

~ 0.9479 1.1375 0.6197 0.7554 0.6319 0.7584 3.3233 0.9615 1.1721 0.9806 1.1767 0.6410 0.7814 0.6537 0.7845 3.4648 0.9947-1.2125 1.0144 1.2173 0.6631 0.8083 0.6762 0.8115 1

3.6124 1.0289 1.2543 1.0493 1.2592 0.6859 0.8362 0.6995 0.8395

{

3.7662 1.0644 1.2975 1.0854 1.3026 0.7096 0.8650 0.7236 0.8684 1

3.9267 1.1010 1.3422 1.1228 1.3474 0.7340 0.8948 0.7485 0.8983 4.0939 1.1390 1.3884 1.1615 1.3938 0.7593 0.9256 0.7743 0.9292 4.2683 1.1782 1.4362 1.2015 1.4419 0.7855 0.9575 0.8010 0.9612 4.4500 1.2188 1.4857 1.2429 1.4915 0.8125 0.9905 0.8286 0.9943 4.6396 1.2607 1.5369 1.2857 1.5429 0.8405 1.0246 0.8571 1.0286

)

4.8372 1.3042 1.5898 1.3300 1.5960 0.8694 1.0599 0.8867 1.0640 1

5.0432 1.3436 1.6378 1.3702 1.6442 0.8957 1.0919 0.9134 1.0962 5.2580 1.3624 1.6607 1.3893 1.6672-0.9082 1.1071 0.9262 1.1115 5.4819 1.3814 1.6840 1.4088 1.6906 0.9209 1.1226 0.9392 1.1270 S.7154 1.4007 1.7075 1.4285 1.7142 0.9338 1.1383 0.9523 1.1428 5.9588 1.4203 1.7314 1.4485 1.7382 0.9469 1.1543 0.9656 1.1588

1 4

68 PAGE

( JB NO.

501L4 OYSTER CREEK NUCLEAR GENERATING STATION BY:

v3a n/u/p l

CALC. NO ( - /,vi CHK'D:

SCALE EPRI GROUND SPECTRA TO ig MEDIAN PGA HORIZONTAL VERTICAL l

MEDIAN 84TH MEAN M+SD MEDIAN 84TH MEAN M+SD FREO Sa Sa Sa Sa Sa Sa Sa Sa E

9 0

9 9

9 0

0 9

6.2126 1.4402 1.7556 1.4687 1.7625 0.9601 1.1704 0.9792 1.1750 6.4772 1.4604 1.7802 1.4893 1.7872 0.9736 1.1868 0.9929 1.1915 6.7531 1.4808 1.8051 1.5101 1.8122 0.9872 - 1.2034 1.0067 1.2081 7.0407 1.5015 1.8304 1.5313 1.8376 1.0010 1.2202 1.0208 1.2250 7.3406 1.5225 1.8560 1.5527 1.8633 1.0150 1.2373 1.0351 1.2422 7.6532 1.5438 1.8820 1.5744 1.8893 1.0292 1.2546 1.0496 1.2596 7.9792 1.5654 1.9083 1.5964 1.9158 1.0436 1.2722 1.0643 1.2772 8.3190 1.5873 1.9350 1.6188 1.9426 1.0582 1.2900 1.0792 1.2951 8.6733 1.6096 1.9621 1.6414 1.9698 1.0730 1.3080 1.0043 1.3132 9.0427 1.6321 1.9895 1.6644 1.9973 1.0880 1.3263 1.1C36 1.3316 9.4279 1.6549 2.0174 1.6877 2.02W 1.1033 1.3449 1.1251 1.3502 I

9.8294 1.0781 2.0456 1.7113 2.0536 1.1187 1.3637 1.1409 1.3091 10.2481 1.6755 2.0424 1.7086 2.0504 1.1170 1.3616 1.1391 1.3669 10.6845 1.6548 2.0172 1.6876 2.0251 1.1032 1.3448 1.1250 1.3501 11.1396 1.6344 1.9923 1.6668 2.0002 1.0896 1.3282 1.1112 1.3335 11.6141 1.6142 1.9678 1.6462 1.9755 1.0762 1.3119 1.0975 1.3170

)

12.1087 1.5943 1.9435 1 6259 1.9512 1.0629 1.2957 1.0839 1.3008 1

12.6244 1.5747 1.9196 1.6059 1.9271 1.0498 1.2797 1.0706 1.2847 13.1621 1.5553 1.8959 1.5861 1.9034 1.0369 1.2639 1.0574 1.2689 13.7227 1.5361 1.8725 1.5665 1.8799 1.0241 1.2484 1.0443 1.2533 14.3072 1.5172 1.8494 1.5472 1.8567 1.0114 1.2330 1.0315 1.2378 14.9165 1.4985 1.8266 1.5281 1.8338 0.9990 1.2178 1.0188 1.2225 15.5518 1.4800 1.8041 1.5093 1.8112 0.9867 1.2027 1.0062 1.2075 16.2142 1.4617 1.7819 1.4907 1.7889 0.9745 1.1879 0.9938 1.1926

)

16.9048 1.4437 1.7599 1.4723 1.7668 0.9625 1.1733 0.9815 1.1779

{

17.6247 1.4259 1.7382 1.4542 1.7450 0.9506 1.1588 0.9694 1.1634 18.3754 1.4083 1.7168 1.4362 1.7235 0.9389 1.1445 0.9575 1.1490 19.1580 1.3910 1.6956 1.4185 1.7023 0.9273 1.1304 0.9457 1.1349 19.9740 1.3738 1.6747 1.4010 1.6813 0.9159 1.1165 0.9340 1.1209

)

20.8247 1.3569 1.6541 1.3838 1.6606 0.9046 1.1027 0.9225 1.1070 l

21.7116 1.3402 1.6337 1.3667 1.6401 0.8934 1.0891 0.9111 1.0934 j

22.6363 1.3236 1.6135 1.3499 1.6199 0.8824 1.0757 0.8999 1.0799 23.6004 1.3073 1.5936 1.3332 1.5999 0.8716 1.0624 0.8888 1.0666 i

I J

S1 PAGE 277

( AB NO.

Son 2.4 OYSTER CREEK NUCLEAR GENERATING STATION BY:

7ra et/u/o CALC. NC c -w CHK'D:

SCALE EPRI GROUND SPECTRA TO 1g MEDIAN PGA HORIZONTAL VERTICAL MEDIAN 84TH MEAN M+SD MEDIAN 84TH MEAN M4D FREQ Sa Sa Sa Sa Sa Sa Sa Sa HZ g

g g

ig g

g g

g 24.6056 1.2912 1.5740 1.3168 1.5802 0.8608 1.0493

.0.8779 1.0535 25.6536' 1.2675 1.5451 1.2926 1.5512 0.8450 1.0301 0.8618 1.034.1-26.7462 1.2396 1.5111 1.2642 1.5171 0.8264 1.0074 0.8428 1.0114

~

27.8853 1.2123 1.4779 1.2363 1.4837 0.8082 0.9852 0.8242 0.9891 29.0730 1.1857 1.4453 1.2091 1.4510 0.7904 0.9635 0.8061 0.9673 30.3112 1.1596 1.4135 1.1825 1.4191 0.7730 0.9423 0.7883 0.94G0 31.6022 1.1340 1.3824 1.1565 1.3878 0.7560 0.9216 0.7710 0.9252 32.9482 1.1091 1.3520 1.1310 1.3573 0.7394 0.9013 0.7540 0.9048 14.3514 1.0846 1.3222 1.1061 1.3274 0.7231 0.8815 0.7374 0.8849

~.2931 1.0818 1.2982 0.7072 0.8621 0.7212 0.8654

<5.8145 1.0608 i

37.3399 1.0374 1.2646 1.0580 1.2696 0 5916 0.8431 0.7053 0.8464 38.9302 1.0146 1.2368 1.0347 1.2416 0.6764 0.8245 0.6898 0.8278 40.5883 1.0000 1.2190 1.0198 1.2238 0.6667 0.8127 0.6799 0.8159 42.3170 1.0000 1.2190 1.0198 1.2238 0.6667 0.8127 0.6799 0.8159 44.1193 1.0000 1.2190 1.0198 1.2238 0.6667 0.8127 0.6799 0.8159 45.9983 1.0000 1.2190 1.0198 1.2238 0.6667 0.8127 0.6799 0.8159 47.9575 1.0000 1.2190 1.0198 1.2238 0.6667 0.8127 0.6799 0.8159 50.0000 1.0000 1.2190 1.0198 1.2238 0.6667 0.8127 0.6799 0.8159

1) MEDIAN IS SCALED BY 1g/.1408g. 1408g IS THE MEDIAN ZPA.

2) VERTICAL MEDIAN SPECTRA IS 2/3 OF THE HORIZONTAL MEDIAN SPECTRA.

EPROCALnot i

e r.

l l

_---._-_-______.--_----.-_-______-----_--a

10 i

i

_1 I

i I

l bio 3

4

(

4 i

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4 d

/

2 10'2 2

.4 4

4 1

4 6 8 2

4 6

8 10 2 10'1 1

10

[ ! ]2 E

t g p M,, \\\\

Figure 6 Increase in axial cornpressive buckling stress coefficient of cylinders due to internal pressure.

4.2.5.5 Internally Pressurized Circular Cylinders in Bending 1

For thin walud cylinders subjected to bending and internal pressure, collapjie loads are cogerably higher than buckling loads (refs.16 to 18), with the increase being substantially more than the tension stress induced by the, pressurization. For example, for the true membr'ane cylinder (ref.19, p. 229), the collapse load (M = pur ) is twice 3

' the initial buckling load. The theoretical collapse loa <!is, howevir,In~rEttairia~ble unless large undesirable deformations are present. It is therefore recommended that the collapse moment for pressurized cylinders be obtained by adding the moment-carrying capability of a pressurized membrane cylinder (taken for design purposes as 80% of the theoretical value), the' collapse moment for the unpressurized cylinder (egs. (4) and (9)), and an increase'in the critical moment caused by pressurization. Then Mpress = nrEt'

+ ay + 0.8 pur)

(35)

/3(I-

,)

where 67 is obtained from figure 6.

For p = 0.3 Mpress = nrEt 3 (0.67 + 4 ) + 0.8 pnt)

(36) 7 I

15

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C(

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ATTACHMENT C BENCHMARK CALCULATIONS 2HD 289/fotenk

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f0 9 SUBJECT % ti Oh % ~ [ A CHK'D Pb

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1940-98-20188 l

l.

ATTACHMENT 3 ASSESSMENT OF POTENTIAL FOR LIQUEFACTION AND PERM ANENT GROUND DISPLACEMENTS AT DESIGNATED FACILITIES 1

- IPEEERAIDOC ~

04/10/98

ML20248D018

Text

Title:

References:

SUMMARY

SUBJECT:

SUBJECT:

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