Text

DC Cook Nuclear Plant IPE for External Events Seismic Fragility Calculations
	ML17332A586
Person / Time
Site:	Cook
Issue date:	10/24/1994
From:	Matthews K; WESTINGHOUSE ELECTRIC COMPANY, DIV OF CBS CORP.
To:	;
Shared Package
ML17332A582	List: ML17332A581; ML17332A584; ML17332A585; ML17332A586;
References
	AEP:NRC:1082K, NUDOCS 9502280029
	Download: ML17332A586 (152)
	v • d • e

ATTACHMENT 4 TO AEP:NRC:1082K Donald C. Cook Nuclear Plant Individual Plant Examination for External Events Seismic Fragility Calculations

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AEP-94-839 Westinghouse Energy Systems Electric Corporation~<ixu>>(ill~>

Mr. R. Bennett Nuclear Safety Section American Electric Power Service Corporation One Riverside Plaza Columbus, OH 432164631 Nuclear technology Oivision Box 355 Pittsburg Pennsylvania 15230 0355 November 10, 1994 NTD-NSRLA-OPL-94-394 Ref:

1) AEP-94-760, 8/19/94 AEP-94-785, 9/23/94 AEP-94-789, 10/3/94 AMERICANELECTRIC POWER SERVICE CORPORATION DONALDC. COOK UNITS 1/2 T

mittal of ili Calculation

Dear Mr. Bennett:

In response to a request by AEPSC, transmitted herein are the calculations associated with the revised fragility data for the eleven components identified by AEPSC.

Results from these analyses were previously transmitted to AEPSC via References 1 to 3.

W These calculations can be transmitted to the NRC, and can be considered to be non-proprietary in the same manner as the previously calculations (1991 vintage) which have been audited by the NRC.

Reference is made in the new calculations to the original calculations'for purposes of design data and stress margin levels.

For the purposes of the NRC review of the current analysis effort, the older calculations should not be needed by the NRC unless they so request.

Calculations are also included from Paul C. Rizzo Associates documenting their work done in support of the analyses performed to respond to NRC inquiries.

These calculations can also be considered non-proprietary.

Ifadditional effort is required by Westinghouse to assist AEPSC in preparation of the revised IPEEE submittal to the NRC, or to respond to NRC requests for additional information and clarification, it is requested that AEPSC authorize Westinghouse to proceed as soon as possible so that this new effort can be properly scheduled.

Ifyou have any questions or comments, please call Robin Lapides (412/374-5683) or me.

Very truly yours, RSL/bbp Attachments Keith F. Matthews Senior Sales Engineer Power Systems Field Sales AEPSC839INsRLJQ94t.

>c- 0 -6z.&.~

AEP-94-839 NTD-NSRLM3PL-94-394 (w/o attachments) cc:

J. Kingseed D. Malin S. Brewer M. Wilken

- AEPSC

AEPSC E. Lewis

- AEPSC T. Georgantis

- AEPSC R. Lapides

- W AEPSCS39/NSRlAS94L

Paul C. Rialto Associates, Inc.

CONSULTANTS

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November 2, 1994 Project No. 93-1326 Dr. William S. LaPay Westinghouse Electric Corporation Energy Center West 410C Post Office Box 355 Pittsburgh, PA 15230-0355 D.C. COOK IPEE

Dear Dr. LaPay:

Enclosed herewith is a copy ofthe followingcalculations generated by Paul C. Rizzo Associates in support ofthe D.C. Cook IPEEE submittal:

~

Estimation ofmedian seismic response factors related to soils-structure interaction eFects;

~

Assessment ofsoil liquefaction potential at the intake structure; and

~

Assessment ofpotential seismic displacement of embankment slope at RWST.

Ifyou have any questions please call me.

Sincerely, I'aul C. Eizzo Associates Nishikant R.

aid a y

Principal - Structural Engineering NRV/dha Enclosure I8-1326/94 300 OXFORD DRlVE. MONROEVlLLE,PA 15146-2347 PHONE (412) 856-97CO FAX(412) 856-9749 NEWARK,DE COLUMBUS,OH MT. PLEASANT. SC COVINGTON, KY

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& Henwood Boring No. 118B Hollow-Stem Plight Auger AEP Boring No. 118X Depth -ft N

Depth -ft N

Depth - ft Depth -ft N

3.5-5 8.5-10 13.5-15 18.5-20 23 5>>25 28.5-30 33.5-35 38.5-40 43.5-45 48.5-50 53.5-55 58.5-60 63.5-65 68.5-70 72.5-74 78.5-80 83.5-85 88.5-90 93.5-95 98.5-100 103.5-10S 108.5-110 113.5-115 118.5-120 123.5-I.25 128.5-130 133.5>>135 11 11 10 10 15 16 29 135 536 256 363 >I 114 81 239 38 21 21 35 37 32 56 146 47 42 711 R

3.5-5 8.5-10 13.5-15 18.5-20 23 5-25 28.5-30

~i'3.5-35 MO 43.5-45 49.5-49.9 53.5-55 13 26 43 41 57 57 61 251 298 417'.4~

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10-11.5 7

15-16.5 12 20-21.5 10 25-26.5 10 30-31.5 12 35-36.5 13 40M1.5 40 45-46.5 127 50-51 5 202 55-56.5 165 60-61.5 147 65-66.5 105 70-71.5 17>>

75-76.5 154 80-81 5 20 90>>91 5

26 100 101 5 38 110-111.5 46 120-121-5 37 130-131 5 123 135-136.5 167

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File: N1-60.PRN aavee:

lu=ll-94 at 11:28:05 55

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Page By EB 10/6/94 D. C.

COOK NPP Calculation of Nl-60 for very dense sand Boring No.

118 T

Proj.

No. +3 -H? 4 QQ) ~IO 2+(gy equation for Cn Xnverse 3.889

-0.944 0.056 4

7 10 4 ~ 444 1.556

-0.111'6 49 100 1.556

-0.611 0.056 0 75 0.53 0'6 1.277 a

-0.165 b

0.008 c gamma-d

=

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=

115 lbs/ft"3 gamma-w =

62.4 lbs/ft"3 Boring 118 elevation

=

top of compacted sand

=

depth of loose sand

=

water table elevation =

631.3 ft 594 ft 37.3 ft 590 t

N depth loose sd.comp snd groundwt weight sat wght buoyance height (ksf)

(ksf)

.haft) groundwt effectv buoyance overburdn pressure pressure (ksf)

(ksf)

Cn (Nl) 60 56 135 536 256 282 114 81 39.25 44.25 49.25 54.25 59.25 64.25 69.25 3.73 3.73 3'3 3.73 3.73'.73 3.73 0.22 0.80 1.37 1.95 '

'2 3 10 3.67 0.00 2.95 7.95 12.95 17'5 22.95 27.95

0. 00

0. 18 0.50 0.81

1. 12 1.43 1.74 3.95 4.35 4.61 4.87 5.'13 5.40 5.66 0.75 0.72 0.69 0.67 0.65 0.63 0.61 average=>

24 54 209 97 103 40 28 79

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By EB 10/6/94 D.

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COOK NPP Proj.

No.

Calculation of Nl-60 for very dense sand "Original" Boring No.

118A equation for Cn 4

7 10 16 0.75 49

, 0.53 100 0.46

3. 889

-4. 444

1. 556

1. 277 a Xnverse

-0.944 1.556

-0.611

-0.165 b

0.056

-0.111 0.056 0.008 c gamma-d

=

100 lbs/ft"3 gamma-s

=

115 lbs/ft"3 gamma-w =

62.4 lbs/ft"3 Boring 118 elevation

=

top of compacted sand

=

depth of loose sand

=

water table elevation

=

631.3 ft 594 37.3 ft 590 ft N

depth loose sd comp snd weight sat w'ght (ksf )

(ksf) groundwt'uoyance height(zt) groundwt effectv buoyance overburdn pressure pressure (ksf )

(ksf )

Cn (Nl) 60 32 164 138 133 281 130 82 39.25 44.25 49.25 54.25 59.25 64.25 70.25 3 '3 3 '3 3.73 3 '3 3'3 3 '3 3 '3 0 ~ 22 0 80 1'7 1'5 2.52 3-10 3'9

0. 00 2.95 7.95 12.95 17.95 22.95 28.95 0.00 0'8 0'0 0'1

1. 12 1 43 1 ~ 81 3.95 4'5 4.61 4.87 5.13 5.40 5'1 0.75 0.72 0.69 0.67

~

0.65 0.63 0.61 average=>

14 66 54 50 103 46 28 51

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4 page By EB 10/6/94 D. C.

COOK NPP Proj.

No.

Calculation of N1-60 for very dense sand Boring No.

118B equation for Cn-1 1]

4 7

10

. 16 49 100 0 75 0 53 0 46 Inverse 3.889

-0.944 0.056

-4 '44 1.556

-0.111 1.556 1.277 a

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-0.165 b 0.056 0.008 c gamma-d

=

100 lbs/ft"3 gamma-s

=

115 lbs/ft"3 gamma-w =

62.4 lbs/ft"3 Boring 118 elevation

=

top of compacted sand

=

depth of loose sand water table elevation

=

631. 3 ft 594 ft 37.3 ft 590 ft N

depth loose sd comp snd groundwt weight sat wght buoyance height (ksf )

(ksf);(ft) groundwt effectv buoyance overburdn pressure pressure (ksf)

(ksf)

Cn (Nl) 60 251 298 1043 528 545 403 39.25 44.25 49.70 54.25

,65 ~ 75 69.25 3.73 3.73 3.73 3.73 3'3 3 73 0.22 0.80 1.43 1'5 3.27 3.67 0.00 2.95 8 40 12.95 24.45 27.95 0.00 0.18 0.52 0.81 1.53 1.74 3.95 4.35 4.63 4.87 5.48 5.66 0.75 0'2 0.69 0.67 0.62 0.61 average=>

107 120 405 199 191 138 193

~ Pile: N1-60X.PRN

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s ~~~- ~av~<ZM r'3-11-94 at: 11:29:c-J gaia I

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/s By EB 10/6/94 D. C.

COOK NPP Pr Calculation of N1-60 for very dense sand Boring No.

118X equation for Cn Inverse 1

1 1

3.889

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7 10

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-0.165 b

0.008 c gamma-d

=

100 lbs/ft"3 gamma-s

=

115 lbs/ft"3 gamma-w =

62.4 lbs/ft"3 Boring 118 elevation

=

top of compacted sand

=

depth of loose sand

=.

water table elevation' 631.3 ft 594 ft 37.3 ft

" 590 (ksg)

(ksf )

N depth loose sd comp snd weight sat wght groundwt groundwt.

buoyance buoyance height pressure (ft)

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WESIINGHOUSE ELECIRIC CORP.

NUCLEAR iICHNOLOGYDIVISION DONALD C. COOK NUCLEAR POWER PLANTS SE>SM>C FRAGruTV ANAL'rSCALCULAnONS CALCULATIONSCSE-08-94-0040, CSE-08-94-0042, AND CSE-09-94-0046 AND ATTACM4ENTS AUGUST AND SEPTEMBER 1994 Signatures of Author, Verifier, and Approver are provided on each individual calculation cover sheet.

WES1INGHOUSE CALCULATIONSHEET vms DONALDC. COOK NUCLEARPLANTS SEISMIC FRAGILITYANALYSIS PAGE t9 PROJ ECY AEP ATOPQ708E AUDE CSE48-944040 DATE CHK'D SY HLENO.

AEP-947I DATE GROUP MSE-CSE PURPOSE:

To regenerate fragility data for four components following the approach used by Diablo Canyon, Ref. 3, in response to a request by AEP. This information is required for the effort to demonstrate that the conservative fragilityparameters given in Reference 20 have not masked any dominant contributors or effected ranking for the D. C. Cook seismic IPEEEPRA evaluation.

SCOPE: The four components reviewed are:

1.

2.

3.

Masonry wall around EDG Diesel Fuel Day Tank 4 KV switchgear anchorage CCW HX supports including cracks identified during the A46 walkdown AuxiliaryBuilding METHODS: The previous fragBity calculatioa for each component is reviewed and values are redetermined in consideration of the methodology described in Ref. 3, Sections 4 and 5, as appropriate..Mediaa factors used ia the determinatioa of the acceleration capacity are based oa variability of measured yield or ultimate strengths, reserve margins due to ductility, conservatism in the design basis spectra in comparisoa to the uniform hazard spectra, modelling variability based on analytical estimation of system frequency, and modelling uncertainties with respect to soil/structure interaction.

~0 The floor median spectral capacity is first determined, and then the corresponding free field value is determined using a scaling factor.

Previous calculations are reviewed for application of as-built information.

ASSUMPTIONS:

1.

Design parameters used in the previous calculations are correct.

Further specific assumptions are cited in the followingcalculations.

2.

Failure modes of previous analysis are valid.

REV. NO.

REV. DATE AllfMOR DATE CHK'D SY DATE VERDTED RY DATE

WHi"INNGHOUSE CALCULA'HONSHEET vrnz DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGIUTYANALYSIS PROlECT AEP

$.0 ATOP4708E AUTHOR CALC. NO.

CSE-08-944040 CHK'D 4Y DATE AEP-947I Y

DA DROOP MSE-CSE APPLICABILITY:Use of values is limited for use in the Probabilistic Risk Assessment Evaluations RESULTS:

Comparison of the fragility data are as follows, (old data from Ref. 20):

COMPONENT Masonry Wall REVISED VALUES HCLPF A

Pr 0.26g 0.66g 0.28 0.27 OLD VALUES HCLPF A

Pr 0.25g 0.27g 0.05 0.0 4 KV Switchgear Anchorage 0.58g 1.77g 0.31 0.37 0.55g 0.66g 0.10 0.0 CCW HX Supports 0.46g 1.07g 0:28 0.23 0.45g 0.54g 0.10 0.0 AuxiliaryBuilding 0.32g 0.85g 0.31 0.29 0.30g 0.38g 0.13

0.0 CONCLUSION

No significant difference has beea found between the regenerated HCLPF values and those previously reported.

OPEN ITEMS: None REV. NO.

REY. DATE AUTHOR DATE ClOCD 4Y DATE 'EUFTED 4Y DATE

WESTINGHOUSE CALCULA'IION SHEEl'nz DONALDC. COOK NUCLEAR PLAKI'S SEISMIC FRAGILITYANALYSIS PAOE PROJSCY AEP S.O AOTPQ708E REFERENCE CSE46-94-0018 DATE CHK'D bY RLS NO.

AEP-9471 DATE OROUP MSE-CSE DATE 1.

Calc AEP425, "AuxiliaryBldg Equipment Fragility," dated 1245-91.

~

4

~'l%

2.

CALC AEP432, "Seismic Margin for 600V and 4KV Switchgears," Dated 10-14-91.

3.

Report No. 1643.02, "Seismic Fragilities of Civil Structures and Equipment Components at the Diablo Canyon Power Plant," September 1988.

4.

ASME Conference-Pressure Vessel and Piping Technology Confereace-A Decade of Progress, L. Greimana and F. Fanous,"Reliability of Containments Under Over Pressure,"

1985.

5.

6.

7.

EQE Engineering Coasultaats, 52077.01-R402, Rev. 0, "Walkdown of AuxBiary'Building ia Support of Cook Nuclear Plant IPEEE, Units 1 and 2," 2 Volumes, January 1992.

4 AEP Calculation DC-D-30535-193, "Structural Desiga Section Calculations for Auxiliary Building Steel Structure Part of Steam Generator Replacement Program," 12/8/86.

J Calculatioa AEP-50, "LLNLUNS Equipment Fragility Data," 11/20/91.

~g Calculation'AEP<9, "Fragility Data - LLNLUNS Spectra Shape Rizzo Associates Project Letter for Project No. 93-1326, "Seismic Hazard Analysis, Donald C. Cook Nuclear Plant, Bridgman, Mich.," 08/17/94.

10.

Report from Rizzo Associates 89454, "Effects of ground Spectral Shape on Plant Response,"

Revision 1,Feb.

1992.

11.

AEP Letter AEP-1955, "Seismic Design of Equipment Located AuxiliaryBuildiag," Dated February 5, 1971.

12.

Calculation AEP429, "Seismic Margin, for various Masonry Walls, dated 10-91.

13.

Rogers,G.L., "Introductioa to the Dynamics of Framed Structures," John Wiley and Sons, 1959, Figure 5.8.

RSY. HO.

REY. DATE AVPBOR OATS CHK'D bY DATE VSRDTED bY OATS

WESTINGHOUSE CALCULA'IIONSHEET mzz DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS FACE OF FROlECT AEP ATOPQ708E CSE48-94-0040 DATE CHK'D BY AEP-947I DATE OROUF MSE~E Dh REFERENCES coat.

14.

DURO-0-WAL Catalog, "4 Unit Masonry Ties and Reinforcement," G/C 1979 15.

Calculation AEP436, "Seismic Margin for Various Components - CCW HX," Rev. 0, dated 12-91.

16.

R.S. Orr, Proposed Addition to: "Commentary on Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-76)," ACI Committee 349.

17.

ASME Boiler aad Pressure Vessel Code, Section 111, Divisioa 1, Subsection NF, and Appendix F, 1989 Edition.

18.

Calculation No. CSE48-94-0042, "Additional Margins for the CCW Heat Exchanger Supports," Rev. 0, Aug. 1994.

19.

Not Used.

20.

"Seismic Fragility Assessmeat, Donald C. Cook Nuclear Plants," Rev. 1, March 1993.

21.

Not Used.

REY. HO.

REV. DATE AUTHOR DATE CWC'D BY DATE VERlBED BY DATE

WESTINGHOUSE CALCULATIONSHEET TTTLE DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PACE PROlECP AEP AOTPQ708E AllfHOR CALC. HO.

CSE46-94-0018 DATE CHK'D BY RLS HO.

AEP-947I DATE OROUP MSE-CSE DA

~

4KV SWITCHGEAR FRAGILITYESTIMATE As noted in Section 4.49 of Reference 1, the 4KV switchgear is mounted on the 609'evel of the AEP AuxiliaryBuilding. The equipment assembly has a frequency between 5 and 10 Hz. The applicable spectral acceleration at 5Hz and 5% damping for the 609'evel is 0.42g with a floor ZPA of 0.22g.

The corresponding free field ZPA acceleration is 0.2g.

The analysis tabulated below defines the spectral HCLPF value at the mounting location of the switchgear.

Now the HCLPF values reported in Reference 1 correspond to the plant free field ZPA values.

Since the floor level is above the AuxiliaryBuilding base, the HCLPF value must be lowered: the spectral values must be scaled to represent the free field ZPA value.

This factor is developed in two stages: first the spectral value is scaled to be representative of the floor ZPA; and second, the floor ZPA is scaled to be representative of the free field acceleration.

This factor is given for the switchgear mounting as (0.22/0.42)*(0.2/0.22), and is equal to 0.48.

This factor is deterministic since two other parameters, spectral effects and modeling effects, already take into account the variability of the earthquake and building dynamic characteristics.

FRAGILITYPARAMETERS MARGIN SPECTRA MATERIAL DUCTILITY MODELING SSI 1.4 1.77 1.0 0.14 Pv

~D 0.12 0,11 027 020 0.12 0.18 027 AEP450 4 RIZZO(4)

Ref. 4, (1)

WELD Due (2)

RIZZO (4)

Resultaat 3'21 OAl medIaa Taiues Values above are applicable to switchgear at the 609'evel The floor median spectral acceleration capacity = seismic design capacity (Ref. 2) times median margin factor = 1.05*3.51 = 3.69g REV, HO.

REV. DATE AliTHOR DATE CHK'D bY DATE DATE 0

WESIINGHOUSE CALCULATION SHEEI'rllz DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS AUTNO4 CIK'DBY DATE PACK OF i9 DATE AEP S.O ATOPP708E 8'-Ig-CIVIC. NO.

CSE48-94-0040 BLE NO.

AEP-947I OROUP MSE-CSE 4KV SWITCHGEAR cont.

The HCLPF floor value is HCLPF(floor) = 3.69*e(-1.65*(0.31+ 0.37) = 1.20g The free field median spectral acceleration capacity

= 3.69 *0.48 = 1.77g For free field, the HCLPF value is HCLPF(free field) = 0.48* HCLPF(floor) = 0.48*1.20 = 0.58g NOTES The yield strengths of steel materials vary randomly; Table 1 (Steel Yield Strength Characteristics) of Reference 4 shows the mean and coefficient of variability (COV) for various steels.

The COV is defined as the ratio of the standard deviation divided by the mean value.

After reviewing the data on Table 1 of Reference 4 it was determined that reasonable values for these parameters, mean and standard deviation, are 1.1 and 0.11 respectively The material is defined in terms of the mean value and has been converted to median value using a relationship described in Equation 2 4 of Reference l.

F'= l.l*e(-0.11'/2) = 1.09 2.

Sheets 393 through 395 of Appendix C of Reference 5 describe the mounting details used on this equipment.

The corners of the cabinet are plug welded to shim plates which are filletwelded together and to the floor. Because of the joint conditions, it is felt that gross deformability of the connection is limited. For the purpose of this evaluation, it is assumed that the connection median ductility is 2.0. From the data reported in Section 4.49 of Reference 1, it is clear that the equipment is flexible and damping has an effect on the response; a value of 5% is considered to be reasonable.

TABLE5-1 of Reference 3 is used to define the ductility margin factors used in the fragility'analysis.

REV. NO.

REY. DATE AUlliOR DATE CHK'D BY DATE VUURKDBY DATE

. WH)"INNGHOUSE CALCULATIONSHEET Tttu DONALD'C. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PAOE OF 1

(9 FROJEOF AEP

$.0 ATOPQ708E AUtHOR DATE CSE48-94-0040 aaCD BY AEP-947I DATE bY OROUP MSE-CSE 4KV SWITCHGEAR cont.

NOTES cont.

3.

The variability:in modeling lies primarily in the ability of the analytical model to estimate system:frequencies.

For this evaluation the median factor is taken equal to l since the models are adequate.

This evaluation follows the approach set forth in Reference 3 and is used to define variability. In this approach equation 4-33 of Reference 3 is used to estimate P.; the value. for modeling can be calculated as follows:

P. = In(spectral acceler. at 85% exceedence probability frequency/spectra acceleration at median frequency).

The estimated median frequency was taken as 5 Hz; the system frequency has been defined in Section 4.49 of Reference

1. The 85% exceedence frequency has been calculated following the suggestion given on page 4-52 of Reference 3. The 85% exceedence frequency, f> is given by S*e~~ =

3.9 Hz Using the floor response given in Reference 2 and 5% damping, we have

~I>

f = 5HZ RRS = 0.42g fp = 3.9 Hz RRS = 0.55g 4.

and P, = In(0.55/0.42) = 0.27 The P values used were provided by RIZZO Associates, Reference 9 REV. HO.

REV. DATE AUTHOR DATE CHK'D BY DATE VERtFtED BY DATE

WESTINGHOUSE CALCULATION SHEEI'ms DONALDC. CGGI( NUCLEAR PLANTS SHSMIC FRAGIUTYANALYSIS PAGK OF 8

r9 PROJECI'EP ATOPP708E AUTHOR CALC. NO.

CSE48-944040 DATE CHK'D RY FKE NO.

AEP-947I DATK ROUP MSE-CSE DA FRAGILITYESTIMATE FOR THE AUXILIARYBUILDING A review of the calculations given in Reference 6 indicates that the steel columns supporting the crane girders in the auxiliary Building control the fragilityvalue aad were designed oa the basis of the actual material strengths reported in the mill certificatioas, le, the measured yield strengths of the A-36 steel used, varied between 36 ksi and 50 ksi. According to the calculation, Reference 6, a concrete wall is attached to one of the column flanges which supplies some lateral resistance to weak axis bending of the crane girder columns.

This report also indicates that under seismic design conditions some of the peak calculated steel stresses exceed 80% of the design allowable stress.

For this reason, it was concluded that the critical members used in the design of the Auxiliary Building would be the steel columns supporting the crane rails.

Because the steel yield strengths used were mill certified, there is only minimal reserve material strength reserve above that used in the design.

The median margin factor for the material was taken as I with zero variance.

FRAGILITYPARAMETERS SPECTRA MATERIAL DUCHL1TY MODELING F

median 180 1.0 1.77 1.0 1.6 028 0.14 0.10 0.

027 028 0.

0.17 0.

OM RerepencpJ(N(ÃC>

AEP449 & RIZZO(4)

RlZZO (4)

Resultant 021 009 0.42 median values Values above are applicable to AuxiliaryBuilding steel columns RKV. NO, RKV. DATK AUTHOR DATK CHK'D bY DATK VBUFKDbY DATK

WESHNGHOUSE CALCULATION SHEEI'JnE DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGIL1TYANALYSIS PAGE ~

OF l9 PROJECT hmJOR DATE CJOCD SY DATE AEP S.O ATOPP708E I-/s-'/

CSE48-944040 PTLE NO.

AEP-947I OROJJP MSE~E FRAGILITYESTIMATE FOR THE AUXILIARYBUILDINGcont.

The auxiliary building was designed (Ref. 6) based on a median ZPA acceleration design capacity requirement of 0.2g.

The ZPA capacity = seismic design capacity required times the median margin factor = 0.20'4.25 = 0.85g The ZPA HCLPF value is HCLPF(ZPA) = 0.85*e(-1.65*(0.31 + 0.29)) = 0.32g NOTES 1.

As noted above, the yield strengths of the column materials used in the strength analysis were based on mill cert. tensile strengths of the individual steel columns; thus it is concluded that a deterministic median strength factor equal to 1 is appropriate.

2.

References 10 and 11 describe the seismic response characteristics of the auxiliary building. It is clear from the auxiliary building floor spectra given in Reference 11 that the AuxiliaryBuilding has a fundamental frequency between 2 Hz and 3.3 Hz For the purpose of this evaluation, it is assumed that the steel median ductility was 2.0.

Since the structure is flexible, damping also has an effect on the column response; a value of 5%

was considered to be reasonable.

TABLE5-1 of Reference 3 was used to define the ductility factors used in this analysis.

3.

The variability in modeling lies primarily in the ability of the analytical model to estimate system frequencies. For this evaluation the median factor was taken equal to 1. This evaluation follows the approach set forth in Reference 3. In this approach equation 4-33 of Reference 3 is used to estimate P.; the value for modeling can be calculated as follows:

P. = In(spectral acceler. at 85% exceedence probability frequency/spectra acceleration at median frequency).

The estimated median building frequency was taken as 2.5 Hz. The 85% exceedence frequency has been calculated following the suggestion given on page 4-52 of Reference 3. The 85%

exceedence frequency, f> is given by REY. NO.

REV. DATE AJJJJJOR CMCD SY DATE VERJFTED SY DATE

WESIPIGHOVSE CALCULATIONSHEET TlTLE DONALDC. COOK NUCLEAR P~TS SEISMIC FRAGILITYANALYSIS RACE lo NLOlECT AEP ADTNOR DATE r-I9-f an DRY DATE DA S.O ATOP-470 8E CALC. NO.

CSE48-94-0040 RLE NO.

AEP-947I OROur MSE-CSE FRAGILITYESTIMATE FOR THE AUXILIARYBUILDINGcont.

NOTE 3 cont.

2.5*e~'~ =

1.95 Hz Reviewing the floor response spectra given in Reference 11 for 5% damping, it is clear that there is no significan change in the spectral value in this frequency range.

Indeed a frequency shift outside this range willresult in a drop in the spectral level. From this it is clear that P. can be set equal to P, = 0.0 4

The P values used were provided by RIZZO Associates, Reference 9.

REV. NO.

REV. DATE AVTNOR DATE CNK'D SY DATE DATE

WESTINGHOUSE CALCULATIONSHEET vrnz DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS FAGE OF ll 19 FROJECF AEP R.O ATOPQ708E AUTHOR P

CALC. NO.

CSE48-94-0040 DATE nOCDRT AEP-947I DATE OROUF MSE-CSE DA DIESEL GENERATOR DIESEL FUEL DAYTANKMASONRY WALL INTRODUCTION

'he fuel day tank is located in the diesel generator room at the 591'evel.

It is enclosed by a masonry block wall which has been stiffened by the presence of aa angle bolted to the inside face of the wall. The coacern exists (Section 4.40 of Ref. 1) that the wall could fail during a seismic event and damage the day taak.

Reference 12 contains details related to the seismic design of the wall. The wall consists of a 13'all parallel to the tank's long axis integral with 6 foot side walls at each ead. The wall was assembled using DURMWALreinforcement placed at a sixteen inch spacing.

The wall is not supported at the top edge by the ceiling. The beading frequency of the wall acting as a horizontal one way beam with fixed ends is 11 Hz.

A wall stiffener beam consisting of one 5" angle is bolted to the inside of the masonry wall (Ref. 5 Appendix C page 301).

Since the stiffener is located only on one wall face, it can develop only a limited amount of moment resistance at the wall base where it is connected to floor slab.

Since the tank level is above the AuxiliaryBuilding Sase, the HCLPF value must be lowered; the spectral values must be scaled to represent the free field ZPA value.

This factor is done in two stages: first the spectral value is scaled to be represeatative of the floor ZPA; and second, the floor ZPA is scaled to be representative of the free field acceleratioa.

This factor (based on 2% spectral damping) is (0.22/0.29) (0.2/0.22), and is equal to,g.69.

This factor is treated as deterministic since two other parameters, spectral effects aad modeling effects, already take into account the variability of the earthquake and building dynamic characteristics.

BASIC WALLSTRENGTH The stiffener is bolted to the wall at the top and bottom aad breaks up the wall into two panels (5'x10.16'nd the other 5'x3. 17'). Since the angle connection to the floor has limited momeat capacity, this restraint will not be considered in this evaluation.

Since the wall continues around the tank sides, these corners willprovide additioaal bending restraint to the long wall. This strength reserve factor had not previously been considered in Reference 12.

To reduce the conservatism reported in References 1 and 12, the wall has been reanalyzed.

For the purpose of the present evaluation, it is assumed that the wall can be modeled as a one way slab fixed at each ead. Assume a one foot wide section of masonry wall spans the full distance of 13.33'.

Use the cross sectional properties given in Appendix A of Reference 12 to estimate the bending frequency of the wall acting as a one way slab.

The beam hequency is calculated using the followiag equation (Ref.13).

REY. NO, REV. DATE AVTNOR DATE CNK D RT DATE VERmED RT DATE

WESTINGHOUSE CALCULATION SHEEI'JTJz DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILIYYANALYSIS PAOE PROJECT AEP ATOP<708E AUTHOR CALC. HO.

CSE48-944040 DATE CHK'D bY t-lg+

PRE HO.

AEP-947I DATE Y

DA OROVP MSE-CSE DIESEL GENERATOR DIESEL FUEL DAYTANKMASONRY WALLcont.

BASIC WALLSTRENGTH cont.

f = 3.56M[ EV(mL')] = 11.2 Hz, where E = 1.195*10'si, and I = 76.8 in'

= 13.33*12 = 159.96 01 m = W/g = 5.5/386 = 0.0142 lb-sec'/in'ince no spectra is available for the 591'evel, this analysis willmake conservative use of the spectral curve for the 609'evel.

It is assumed that the applicable spectral damping is 2% and the required spectral acceleration is 0.29g The ultimate strength of the DUR-ChWAL masonry is given in Reference 12 A 14. For an 8 inch wall constructed using R wire spaced at 16 inches, the ultimate resisting moment is 5694 in-lbs per foot of wall height (TABLE 15 of Ref. 14).

Considering a 12" height of wall with fixed ends, the maximum moment is M = a*W*L'/12= a*5.5*159.96'/12 = a*11727 in-lb/ ft. of wall height where a defines the design g level used.

a = design seismic capacity = 5694/11727 = 0.49g FRAGILITYPARAMETERS MARGIN SPECTRA MATERIAL MODELING F

med1an 1.09 1.054 1.0 02$

0.02 0

0.13 0,01 0.13 02S

'" 0.13 0.02 0.13

'0&

Referencej(NOTES)

AEP450 4 RiZZO(4)

Ref. 4J (1)

RIZZO (4)

Resultant 1.94 028 027 039 meGan values REV. HO.

REV. DATE AuTHOR DATK CHK'D bY DATE VKRDTEDbY DATE

WESTINGHOUSE CALCULATIONSHEET Trns DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS FAGS AEP S.O ATOP-4708 E AVITIOk CSE48-94-0040 OATS CHK'D SY DATE AEP-954-13C SY GkOUF MSE-CSE DA DIESEL GENERATOR DIESEL FUEL DAYTANKMASONRY WALLcont.

FRAGILITYPARAMEI'ERS cont.

Values above are applicable to masonry wall at 591'evel The floor median spectral acceleration capacity = seismic design:capacity times median margin factor = 0.49g*l.94 = 0.95g II The HCLPF floor value is HCLPF(floor) = 0.95g*e(-1.65*(0.28 + 0.27)) = 0.38g The free field median spectral acceleration capacity

= 0.95g '0.69 = 0.66g For free field, the HCLPF value is HCLPF(free field) = 0.69'CLPF(floor) = 0.69*0.38 = 0.26g NOTES For the DUR-WALmaterial, the nominal yield strength is 70000 psi (Attachment B of References 12 and 14). Foi'his case the coatrolliag factor is steel yield. Now Table 1

(Steel Yield Strength Characteristics) of Reference 4 shows the mean and coefficient of variability (COV) for various steels.

The COV is defined as the ratio of the standard deviation divided by the mean value.

After reviewing the data on Table 1 of Reference 4 it was determined that reasonable values for these parameters, mean and standard deviation (for a high strength material), are 1.1 and 0.13 respectively.

The material is defined ia terms of the mean value and has been converted to median value using a relationship described in Equation 2.4 of Reference 1

F'= l.l'e(4 13'/2) ~ 1.09 kEV. NO.

kEV. DATE AUTIIOk DATS DATE VSkDTED kY

WESIINGHOUSE CALCULATIONSHEET TTns DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PAOE OF PROJECP AEP S.O ATOPQ708E AUTHOR CALC. NO.

CSE48-944040 DATE t"l%-

CHK'D SY BL6 NO.

AEP-947I DATE OROUP MSE~E DIESEL GENERATOR DIESEL FUEL DAYTANKMASONRY WALLcont.

NOTES cont.

2.

The main source of ductility in the masonry wall during bending arises from the ductility of the DUR-0-WALsteel and its bond to the masonry.

For the purpose of this evaluation, it is assumed that the connection median ductility is 1.5. Due to the high calculated frequency for the wall, it is assumed that damping effects willnot effect ductility. TABLE 5-1 of Reference 3 is used to define the ductility margin factors used in the fragility analysis.

3.

The variability in modeling lies primarily in the ability of the analytical model to estimate system frequencies. For this evaluation the median factor is taken equal to 1 since the models are adequate.

This evaluation follows the approach set forth in Reference 3 and is used to define variability. In this approach equation 4-33 of Reference 3 is used to estimate P,; the value for modeling can be calculated as follows:

P. = ln(spectral acceler. at 85% exceedence probability frequency/spectra acceleration at median frequency).

~ The estimated median frequency was taken as 11 Hz; the system frequency has been defined in Section 4.40 of Reference

1. The 85% exceedence frequency has been calculate following the suggestion given on page 4-52 of Reference 3. The 85% exceedence frequency, f~ is given by 1l*e'" =

8.6 H Using the floor response given in Reference 2 and 2% damping, we have f = 11 HZ RRS = 0.29g f> = 8.6 Hz RRS = 0.33g and P, = ln(0.33/0.29) = 0.13 The P values used were provided by RIZZO Associates, Reference 9 REV. NO.

REY. DATE AUTNOR DATE CHK,'D bY DATE VUURED bY DATE

WESIINGHOUSE CALCULA'IION SHEEl'TTLE DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PAGE OF t5 t9 PROJECT AEP S.O ATOPP708E CALC. NO.

CSE-08-94-0040 CNtCD bY HLE NO.

AEP-947I DATE VBUHEDbY GROUP MSE-CSE DATE CCW HEAT EXCHANGER SUPPORTS Anchorage The heat exchanger's mounted on a pedestal at each end, on the 609'loor elevation of the auxiliary building. One pedestal has additional. anchorage and the equipment is considered fixed, while the second end is free to slide to accommodate thermal growth. The heat exchanger is anchored by 2 J-Bolts on each pedestal, embedded into the floor concrete below the pedestal.

The J-Bolt has an embedment length of 24", before the bend, while the pedestal is 7" high, so the bend lies 17" below the concrete floor surface.

The equipment is welded to two saddle supports made up of angles which rest on,a 1-1/2" thick layer of grout, which caps the pedestal top. The pedestal concrete edge distance is a minimum of 6".

Cracks have been found in a plane between the concrete and grout interface and on a number of vertical planes passing through the pedestals at each end.

The pedestals were designed to provide for free axial thermal growth of the heat exchanger; one end was designed to be fixed while the other end could slide axially. The cracks found are inconsistent with the expected pedestal deformation under the design condition loads... The cracking condition must have occurred due to normal deadweight and the tank heat up condition, since no seismic loading for which the pedestals were designed has yet occurred.

With the deadweight load of 40 kips at each support point and p ranging from 0.3 to 0.7 for steel on concrete, a fridiional shear load of 28 kips can be induced in the concrete before sliding, while resisting the thermal growth of the tank. This load should be sufficient to crack the bond between surfaces.

As a result it is concluded that the cracking was produced by thermal heat up.

Thermal loads are self equilibrating and thus need not be additive to the design loads under the Faulted Condition; the presence of the thermal axial loads indicates that the sliding support was not free to slide.

Finally, the presence of the vertical cracks willnot effect the development of bending resistance, and the presence of the horizontal crack at the grout/pedestal interface is considered in this evaluation.

The strength of the interface between grout and concrete is maintained by the frictional resistance.

The resisting frictional force is equal to the deadweight or normal force at the support times the coefficient of friction. Using p = 0.6 from Section 11.7.4 of ACI-349, the V. = 0.6(40), but must not exceed 0.2f,'A, per Section 11.7.5 of AC1-349, using A, equal to the concrete area under the saddle.

The resulting shear capacity is the MINP4, 157.5] or 24 kips.

REV. NO.

REV. DATE AUTHOR OATS i CHK'D bY DATE VBUHEDbY DATE

WESTINGHOUSE,CALCULA'HONSHEET vmE DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS fAGS OF t9 PROJECF AEP CHK'D BY DATE VERDTED BY DATE ATOP-4708 E CSE-08-94-0040 AEP-947I GROUP MSE-CSE CCW HEAT EXCHANGER SUPPORTS cont.

Spectral Floor Acceleration Capacity Consider addirional margins based on Ref. 18.

Reference 15 applies a prying factor of two in the determination of the seismic design capacity based on anchor bolt tensile strength, for a median spectral floor acceleration capacity of 0.45g.

This factor is conservative since the weight of the heat exchanger willaid in reducing the liftingof the plate and therefore prying. A computer model of the base plate (saddle base) was developed with the stiffener plates represented.

Loads were determined based on the seismic design capacity

'f Reference 15.

The anchor in tension has a pullout load of 10. 13 kips, per Ref. 18. The ultimate load willbe used as the steel capacity.

The steel capacity willbe considered to control over the concrete for tension since the J-Bolt is deeply embedded.

The capacity of the steel, F is S~ or 26.8 kips, where A, = 0.462 in.', S, = 58 ksi. A factor of safety of 26.8/10.13 = 2.65 is obtained.

Shear-Tension interaction should also be considered. The concrete shear capacity for the free edge distance is (1.1)2(f,')'

m, from ACI-349 Appendix B, Section B.5.1.2 and Commentary, where m is the edge distance, f,'s the concrete compressive strength, and m is the distance to the free edge.

A minimum edge distance of 6" is applied and the strength is 14.7 kips per anchor bolt.

The ultimate shear strength for the anchor bolt steeP is 0.42S, per the ASME Code, Appendix F, Section F-1335.2.

The capacity, F, is 0.42S~ or 14.64 kips, where A, = 0.601 in.',

considering the bolts to act in combination with load redistribution, the factor of safety for 0.45g loading is (2x14.64)/18 = 1.63.

The nominal bolt area is used since the bolt shear strength must be developed at the grout/pedestal interface, since the grout relies on frictional strength.

Drawing 12-3285-23 shows the thread ending at the grout/pedestal'interface.

Consider parabolic shear/tension interaction similar to the ASME Code, NF-3324.6:

(1/2.65)'+(1/1.63)'

I 0 = 0.520 Obtaining a similar relationship in terms of variable A:

[(62.3Ax 13 33)0.689/FJ

+ [80AH/2' 1.0 a iterative solution of 0.587g is obtained, where A is the horizontal g value and the vertical g is

~

assumed to be 2/3 A.

REV. HO.

REV. DATE ANl4OR DATE aOC'D BY DATE

WESTINGHOUSE CALCULA'IIONSHEET Tata DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS thQK

/Q tROJKCY AEP s.o ATOPP708E CALC. HO.

CSE-08-944040 DA CHK'D bY AEP-954-13C DATK ~ bY DROVE MSE-CSE DATK CCW HEAT EXCHANGER SUPPORTS cont.

Spectral Floor Acceleration Capacity cont.

Scale Factor The median free field spectral acceleration capacity equals the median floor spectral acceleration capacity times a scale factor. The heat exchanger is mounted at the 609'evel of the AEP auxiliary building, per Ref. 1, page 27. The applicable frequency for the support is 33 Hz. and 2% damping is applied per Ref. 15 page 4. The nominal seismic spectral acceleration at the equipment frequency is 0.22g, equivalent to the floor ZPA since the support frequency resides in the rigid range.

The corresponding free field ZPA is 0.2g. The scale factor is 0.22/0.22

0.2/0.22 = 0.91 FRAGILITYPARAMETERS SPECTRA DUCTILITY(2)

MODELING SSI 1.0 1.0 O.D3 020 0.123 Resultant 2.0 028 023 Values above are applicable to the heat exchanger anchorage at the 609'evel The floor median spectral acceleration capacity = seismic design capacity times median margin factor = 0.587 2.0 = 1.17g The HCLPF floor value is HCLPF(floor) = 1.17*e(-1.65*(0.28 + 0.23)) = 0.50g RKV. HO.

RKV. DATK AuTHOR DATK CHk D bY DATK

WH)"INNGHOUSE CALCULATIONSHEET nns DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PAD8 OF

/a PROPHECY AEP S.O ATOP4708E CALC. HO.

CSE48-94-0040 TE CMC'D BY ll AEP-947I DATE VERDTED BY GROUP MSE-CSE DATE CCW HEAT EXCHANGER SUPPORTS cont.

FRAGILITYPAI4&KTERS cont.

The free field median spectral acceleration capacity

= 1.17

0.91 = 1.07g For free field, the HCLPF value is HCLPF(free field) = 0.91* HCLPF(floor) = 0.91'*0.50 = 0.46g NOTES UHS factor from Westinghouse Calc. No. AEP450, Ref. 7.

Adjustment to reflect the conservatism of the DC Cook FSAR SSE ground Design Spectra w.r.t the LLNLUHS 10,000 year median spectral shape.

Pr was pr'ovided h Ref. 9, by Rizzo Associates.

Inelastic Energy Absorption Factor for the critical element, the anchor bolts.

See Note 3.

3.

From Westinghouse Calc. 4 AEP-036, Ref.F:15, the tensile capacity of the 7I8" diameter I-Bolt controls, over the concrete capacity indicating a ductile mode of failure. A reasonable conclusion despite the cracking of the pedestal, since the J-Bolt is embedded in the concrete floor, and the shear capacity is not degraded by the cracks in the pedestal.

However, brittle failure must be considered as described in Section 5.1.1.1 of the Ref. 3.

Considering the system ductility, the inelastic energy absorption associated with the anchor bolts is small.

Since the supported equipment is massive, the equipment willtypically be stressed below the yield point, while the bolts are stressed at a level well above the yield'oint.

The amount of inelastic energy absorption derived from the bolts is therefore minimal. Since the failure is considered brittle, a factor of 1.0 is applied.

REV. HO.

REV. DATE AUTHOR DATE CNCD BY DATE VER%ED BY DATE

WESHNGHOUSE CALCULA'IIONSHEET TTTTz DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILZIY ALYSIS PROJECT AEP B.O ATOP-470 8E j88 CSE48-944040 CHJCD bY BLKJJO.

AEP-947I DATE VEJUFJED BY DATE O OUP MSE-CSE CCW HEAT EXCHANGER SUPPORTS cont.

NOTES cont.

4 Similar random strength material factors are found for the concrete and the steel.

Ref. 3, Section 4.1.1.1, page 4-8, provides an average value for strength increase due to aging and batch strength.

Table 4-1 provides values for fc = 3000 psi, but not for 3500 psi, per Ref. 15.

As a result, the value for 3000 psi willbe used.

Note that on page 4-10 of Ref.

3, it is stated that the strength may increase for the rate of loading at seismic response frequency, however the increase factor is cancelled by the in-place strength reduction factor. This in-place strength reduction factor is based on the difference in strength between in place concrete and the test cylinder concrete.

F med. = 1.29*e(-(0.123')/2) = 1.28 For the steel,'

mean factor of 1.189 can be found in Table 1 of Ref. 4, with a COV of 0.0871.

A median value of 1.18 is obtained, 'and a dynamic increase factor of 1.1 can be applied per Ref. 16, resulting in a median value of 1.3. The concrete controls.

5.

Variability in modelling based on analytical model frequency estimates is not applicable since the pedestal and heat exchanger is rigid.

6.

From Ref. 9.

REV. NO.

REV. DATE AUJTJOR DATE CHJCD BY DATE VERDTED BY DATE

CASE NUMBER:

1

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VERSION 2.1 02/25/91 4'**

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p CE END STIFF EDGE-V~i-~ s~

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~(~~(gq 9.937500 12.875000 15.812500 30.500000 32.833333 35.166667 0

34 25 12 ACCOUNT PLATE 6.0 37.5 0.44 0.0 TITLE D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FOR OPTION 40 3.0 2.0 Y Y Y.280E+08

.280E+08 BOLT 3.000 5.500 1 0.0 BOLT 3.000 32.000 1 0.0 PROP 1 0.875 27.0 0.0 REGION 1 1.62 7.00 0.00 0.00 0.0 1

0 LOAD 1 0.0 -9000 -33400 0.0 0.0 0.0 REGION 2 1.62 18.75 0.00 0.00 0.0 1

0 LOAD 2 0.0 0.0 -9300 0.0 0.0 0.0 REGION 3 1.62 30.5 0.00 0.00 0.0 1

0 LOAD 3 0.0 -9000 14700 0.0 0.0 0.0 STIFF 0.0 0.0 0.0 37.5 6.0 0.4375 STIFF 0.0 7.0 6.0 7.0 6.0 0.4375

~

STIFF 0.0 18.75 6.0 18.75 6.0 0.4375 STIFF 0.0 30.5 6.0 30.5 6.0 0.4375 MC1,2 0

1250000 START BPCOM NX1 ~

4 AND NYl ~

15 XX LINE LEST 0.000000 1.620000 3.810000 6.000000 YY LINE LIST 0.000000 2.333333 4.666667 7.000000 18.750000 21.687500 24.625000 27.562500 37.500000 START PHASE 0

START PHASE 1

LOOP 0

NEQ 504 NRE MEMORY ~

225000 WORDS NCOL ZS 504 FOR BLOCK NUMBER 1

START PHASE 2

HERE NCOL IS 504 FOR BLOCK NUMBER 1

CALLING LDGEN START SOLUTION PHASE NBLOCK 1 LBLOCK 56155 NCM 224555 ITERATION 1

NUMBER OF NON-CONVERGED GAPS ZS 48 ITERATION 2

NUMBER OF NON-CONVERGED GAPS ZS ITERATION 3

NUMBER OF NON-CONVERGED GAPS ZS 16 ITERATZON 4

NUMBER OF NON-CONVERGED GAPS IS 1TERATZON 5

NUMBER OF NON-CONVERGED GAPS IS 12 ZTERATION 6

NUMBER OF NON-CONVERGED GAPS IS ITERATION 7

NUMBER OF NON-CONVERGED GAPS ZS 13 ITERATION 8

NUMBER OF NON-CONVERGED GAPS IS 8

ITERATION 9

NUMBER OF NON-CONVERGED GAPS ZS ITERATION 10 NUMBER OF NON-CONVERGED GAPS IS ITERATION 11 NUMBER OF NON-CONVERGED GAPS ZS BPOUT g

1~

~

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 13:20:12 1994 CASE:

1 PAGE:

1 TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCr'ND STIFF EDGE ELEMENT STRESSES AT FINAL ITERATION LOCATION(IN)

X Y

SZGX SZGY SZGXY STRESSES(PSZ) sIG1 szG2 SIGE SMAX

0. 810

0. 810 0.810 2.715 2.715 2.715 4.905 4.905 4.905 0.810 0.810 0.8'0 2.715 2.715 2.715 4.905 4.905 4.905 0.810 0.810

0. 810 2.715 2.715 2.715 4.905 4.905

4. 905 0

~ 810 0.810

0. 810 2.715 2.715 2.715 4.905 4.905 4.905 o.sao 0.810 0.810 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500 5.833 5.833 5.833 5.833 5.833 5.833 5.833 5.833 5.833 8.469 8.469 8.469 8.469 8.469 8.469 8.469 8.469 8.469 11.406 11.406 11.406

-468.0

-438.0

-407.9

-779.8

-762.1

-744.3

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-299.7

-304.3 74.3 343.1 611.9 314.8 392.6 470.4 90.4 12.8

-64.7

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~ 3

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" 1504.7 2653.2 4085.2 3577.8 3079.9 3595.6 3190.2 2841.2 5637.8 6451.5 7719.4 3597.0 2933.0 3227. 6 4132.8 4100.7 4346.3 6620.8 6232.5 6444.2 TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MEDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MEDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM

WESPLAT ON THE SUN 4

VERSION 2.1'2/25/91 JOB:

WESPLVT DATE:Tue Aug 16 13:20:12 1994 CASE:

1 TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE PAGE:

2 ELEMENT STRESSES AT FINAL ITERATION XOCATION(XN)

STRESSES(PSI)

Y SXGX SXGY SXGXY SXGl'IG2 SIGE SMAX 2.715 11.406 2.715 11.406 2.715 11.406 4.905 11.406 4;905 11.406 4.905 11.406 0.810 14.344 0.810 14.344 0.810 14.344 2.715 14.344 2.715 14.344 2.71$ 14.344 4.905 14.344

~ 4.905 14.344 4.905 14.344 0.810 17.281 0.810 17.281 0.810 17.281 2.715 17.281 2.715 17.281 2.715 17.281 4.905 17.281 4.905 17.281 4.905 17.281 0.810 20.219 0.810 20.219 0.810 20.219 2.715 20.21&

2.715 20.219 2.715 20.219 4.90$ 20.219 4.905 20.219 4.905 20.219 0.810 23.156 0.810 23.156 0.810 23.156 2.715 23.156 2.715 23.156 2.715 23.156 4.905 23.156 4.905 23.156 4.905 23.156

-734.1 1451.8

-130.0 1777.3 474.1 2102.8

-139.3 -3521.3 127.7 -3325.2 394.7 -3129.1

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.BOTTOM 4470.3 TOP 5201.5 MIDDLE 6967.4 BOTTOM 2823.1 TOP 1986.5 MIDDLE 3407.3 BOTTOM 4047.8 TOP 1953.2 MIDDLE 1708.9 BOTTOM 3566.4 TOP 3010.6 MIDDLE 3539.0 BOTTOM 3524.7 TOP 1718.3 MXDDLE 1583.9 BOTTOM 3778.3 TOP 1512. 1 MIDDLE 1440.9 BOTTOM

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JgB:

WESPLAT DATE:Tue Aug 16 13:20:12 1994 CASE:

1 PAGE:

3 TITLE: D.C.

COOK CCW HEAT'XCNGR ANCHORAGE FORCE END STIFF EDGE ELEMENT STRESSES AT FINAL ITERATION LOCATION(IN)

STRESSES(PSI)

X Y

SIGX SIGY SXGXY SIG1 SIG2 SIGE SMAX 0.810 26.094 0.810 26.094 0.810 26.094 2.715 26.094 2.715 26.094 2.715 26.094 4.905 26.094 4.905 26.094 4.905 26.094 0.810 29.031 0.810 29.031 0.810 29.0'31 2.715 29.031 2.715 29.031 2.715 29.031 4.905 29.031 4.905 29.031 4.905 29.031 0.810 31.667 0.810 31.667 0.810 31.667 2.715 31.667 2.715 31.667 2.715 31.667 4.905 31.667 4.905 31.667 4.905 31.667 0.810 34.000 0.810 34.000 0.810 34.000 2.715 3'4.000 2.715 34.000 2.715 34.000 4.905 34.000 4 '05 34.000 4.905 34.000 0.810 36.333 0.810 36.333 0.810 36.333 2.715 36.333 2.715 36.333 2.715 36.333

-1674.2 200.1 2074.4 1638.2 106.3

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-538.7 -6146.8 184.2

-139.3 6483.9 291.4 1908.1 1027.9 3706.5 4694.2

-1153.5 2520.0 5617.0 1219.6 3326.0 7763.2 2982.9 13483.3 11186.4 2558.6 9860.4 8244.6 1594.3 5415.6 7905.6 2312.9 11655.5 16173.7 3570.7 17076.5 5911.7 1160.5 8144.5 5876.6 54.9 5915.0 16844.0 483.8 16182.3 11237.2 432.0 11957.1 1249.5 488.2 2006.5

, 5895 '

281

~ 0 6343.2 2127.9 TOP 1116.4 MIDDLE 3831.0 BOTTOM 5172.7 TOP 1315.8 MXDDLE 2648.6 BOTTOM 6206.3 TOP 1406.4 HIDDLE 3424.4 BOTTOM 8132.7 TOP 3008.9 MIDDLE 13844.1 BOTTOM 11287.5 TOP 2830.9 MEDDLE 10968.1 BOTTOM 9301.6 TOP 1624.6 MXDDLE 6250.0 BOTTOM 8605.5 TOP 2529.7 MIDDLE 13392.4 BOTTOM 18674.4 TOP 3731.4 MIDDLE 18153.3 BOTTOH 6624.7 TOP 1171.9 MIDDLE 8910.7 BOTTOM 6510.0 TOP 60.9 MIDDLE 6519.0 BOTTOM 19388.0 TOP 538.6 MIDDLE 18642.4 BOTTOM 12218.4 TOP 496.3 MIDDLE 12799.9 BOTTOM 1413.9 TOP 563.1 MIDDLE 2021.6 BOTTOM 6146.8 TOP 323.5 MIDDLE

'6483.9 BOTTOM

CASE:

1 PAGE:

4 WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 13:20:12 1994 TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE ELEMENT STRESSES AT FINAL ZTERATION LOCATION(ZN)

X Y

SZGX STRESSES (PSZ)

SZGY SZGXY SIG1 SZG2 SZGE SMAX 4.905 36'.333

-4661.1 -1090.9

'2321.7 52.6 -5804.6 5831.1 5857.3 TOP 4.'905 36.333 92.9 26.9

-105.3 170.3

-50.5 200.3 220.7 MIDDLE 4.905 36.333 4846.9 1144.6 -2532.3 6132;5

-141.0 6204.2 6273.5 BOTTOM

WESPLAT QN THE SUN 4

VERSION 2'.1 02/25/91 JQB:

WESPLAT DATE:Tue Aug 16 13:20:12 1994

CASE:

1 PAGE:

5 TITLE: D.CD CQQK CCH HEAT EXCNGR ANCHORAGE FORCE END STXFF EDGE PLATE WIDTH PLATE LENGTH.

PLATE THICKNESS PLATE MODULUS BOLT MODULUS.

6.000 INCHES 37 500 INCHES 0.440 INCHES 28.0E+06 PSI

. 28.0E+06 PSI NUMBER OF ITERATIONS

~ ~......11 NUMBER OF ELEMENTS IN NUMBER OF ELEMENTS IN NUMBER OF BOLTS NUMBER OF LOAD POINTS X DIRECTXON 3

Y DIRECTION 14

~

2

~

3 27.000

0. 49E+07 27.000 0.49E+07

+*******************+

BOLT LOCATXONS, PROPERTIES, AND LOADS

+a*****+*+****a**+*******+***+***********~********a**+***+ac***+0*

LENGTH IN LOCATION

DIAMETER INCHES OR SHEAR PBELOAD "

BOLT LOADS Y

(XN)

STIFFNESS STIFFNESS (LBS)

AXIAL SHEAR (IN)

(IN)

IN LBS/IN (LBS/IN)

(LBS)

(LBS) k**0****%'******%*******************%**********%'*4*************+**

3.000 5.500

0.875

0.

0.

10688.

3.000 32.000

0.875

0.

10198.

7413.

+ +*4********% %********

+***%******%

4 4'

+ A**+****+********<**

2.715 2.715 15744.

-19388.

- - - A**%*%'W*****%********+****+******X***%*****+****%+%%*W+fr*****A+frWW MAXIMUMPLATE STRESSES AND LOCATIONS

- %%*****%%'**************++*+*a**+*****************+******w********

LOCATION STRESSES(PSI)

Y 2

PRINCIPAL EFFECTIVE (1N)

(ZN)

SIGMA(1)

SIGMA(2)

SIGMA(E)

- %****%*****************************+*4**

31. 667 BOTTOM 18153.

17077.

34.000 TQP

-11036.

16844.

~

- - - - +******************************A**********+*******4'**%****

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 13:20:12 1994 CASE:

1 PAGE:

TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE

- - - - +******

MAXIMUM PLATE STRESS INTENSITIES AND LOCATIONS

- - - - 4***************+****%*****W*******A*%*************

LOCATION STRESS INTENSITIES (PSZ)

X Y

2 (Note 1)

(Note 2)

(ZN)

Sgie Smax

- - - - +

R*****

2.715 34.000 TOP

'",~.

. 16844.

0.810 14.344 MIDDLE -*-

6202.

2.715 31.667 BOTTOM 17077.

- - - ++4'*******************************************************

2.715 34.000 TOP 19388.

0.810 8.469 MIDDLE 6452.

2.715 34.000 BOTTOM 18642.

Note 1:

Maximum distortion energy theory Note 2:

ASME NF maximum shear stress theory 1

2 3

- %**********************************+

- - 4*************+

- - 4 4*************

ATTACHMENT LOCATIONS AND PROPERTIES 4****************+

k******g**********

e +****+

ATTACHMENT

CENTER LOCATION

DIMENSIONS

ANGLE

SHAPE

LINK

NUMBER

X (IN)

Y (IN)

X (ZN)

Y (ZN)

DEG.

4**

AS~

1 1.620 7.000

0.000 0.000

0.0

RECTANGLE

2 1.620 18.750

0.000 0.000 0.0

RECTANGLE

3 1.620 30.500

0.000 0.000 "

0.0

RECTANGLE

4'**4******************

4 + 4 %a*******4***4*

~

NESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

HESPLAT DATE:Tue Aug 16 13:20:12 1994 CASE:

1 PAGE; 7

TITLE: D.C.

COOK CCN HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE 0

-9000

-33400 0

0

-9300 0

-9000 14700 0

0 0',

0 0

0 1.

v

<<**0**x%****%***%*******%*%'*4'*************%*********++%**4%**x***%+**

PLATE LOADS AT ATTACHMENT CENTERS

- 4***k*******%*******

i**********4 Wx****************

g*x w

CENTER LOCATION FORCES (LBS)

MOMENTS(IN-LBS)

X (IN)

Y (IN)

FX FY FZ

+

MX MY MZ

- - - - +********************4************************+xw*********

~

1.620 7.000 0

1.620 18.750 P.

1.620 30.500 P

1.620 7.000 1.620 18.750 1.620 30.500

- - %***************%A**********%********k**********x*********%***

PLATE DZSPLACEMENTS AND ROTATIONS AT ATTACHMENT CENTERS k********%*********%******+********************************%*****

CENTER LOCATION DZSPLACEMENTS (IN)

ROTATIONS (RAD)

X (ZN)

Y (ZN)

~

DX DY DZ

~

RX RY RZ

- - %****4***%*****4'*******************************%**x***4**444***

-0.0011 -0.0037 A).0000 0.0003 0.0003 0.0008

-0.0048 -0.0017 0.0096 0.0017 0.0026 -0.0001

-0.0006 -0.0014 0.0335

-0.0012 0.0071 -0.0004

- +*~******44**+***%***************************a**aaxx************

.STZFFNER NUMBER

]

0.000 37.500 6.000 F 000 6.000 18.750 6.000 30.500 6.000 6.000 6.000 6.000 4*****************

- x*

STIFFNER LOCATIONS AND PROPERTIES

WC*********%'********%******WC%**4*%*%4**x*W%*%**%%*********

START LOCATION END LOCATION HEZGHT THICKNESS

X (ZN)

Y (IN)

X (ZN)

Y (IN)

(IN)

%***%*%W******%'***************+*PAW***WgCxaW********%M*****

0.000 0.000 0.4375 0.000 7.000 0.4375 0.000 18.750 0.4375 0 000 30 500 0.4375

%**4*****

4**********

xx 4***********

xx****x*************

x x

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 13:20:12 1994 TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE CASE:

END STIFF 1

PAGE:

8 EDGE DISPLACEMENT VECTOR AT FINAL ITERATION NODE LOCATION (IN)

X Y

DISPLACEMENT (ZN)

DX DY DZ ROTATIONS (RAD)

RX RY RZ 1

2 3

4 5

6 7

8 9

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 42 43 0.000 1.620 3.810 6.000 0.000

~ 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 F 000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 0.000 0.000 0.000

0. 000

2. 333 2.333'

'2.333"

'.333

4. 667

4. 667 7.000 7.000 7.000 7.000 9; 938 9.938 9.938 9.938 12.875 12.875 12.875 12.875 15.812 15,812 15.812 15,812 18.750 18.750 18.750 18.750 21.688 21.688 21.688 21.688 24.625 24.625 24.625 24.625 27.562 27.562 27.562 8

8 9

9

-1

>>1

-9

-2

<<3 4

-4

-4 4

4 4

4 4-2

-3

-1

.59E-03

.54E-03

.44E-03

.41E-03

.18E-03

.16E-03

.12E-'03

.11E-03

.79E-04

.72E-04

~ 06E-04

.48E-04

.09E-03

.11E-03

.04E-03

~ 61E-04

.86E-03

~ OOE-03

.05E-03

. 94E-03

. 16E-03

. 26E-03

. 31E-03

. 25E-03

. 73E-03

. 85E-03

. 89E-03

. 81E-03

. 76E-03

.79E-03

.75E-03

.69E-03

.02E-03

.09E-03

.12E-03

.08E-03

.98E-03

.01E-03,

.03E-03

.02E-03

.84E-03

~ 80E-03

.78E-03

-5.46E-03

-3.66E-03

-1.47E-03 6.55E-04

-5.36E-03

-3.60E-03

-1.44E-03 6.07E-04

-5.16E-03

-3.46E=03

-1.35E-03 3.90E-04

-4.71E-03

-3.67E-03

-1.50E-03 6.53E-05

-4.00E-03

-3.06E-03

-1.78E-03

-4.95E-04

-3.20E-03

-2.61E-03

-1.85E-03

-1.13E-03

-2.38E-03

-2.asE-03

-1.89E-03

-1.69E-03

-1

~ 52E-03

-1.73E-03

-1.94E-03

-2.17E-03

-8.a2E-04

-1.38E-03

-1.95E-03

-2.52E-03

-4.42E-04

-1.15E-03

-1.93E-03

-2.72E-03

-3.78E-04

-1.13E-03

-1 ~ 92E-03

-4.11E-07 3.96E-05 8.95E-05 1.45E-04

-1.59E-07 2.03E-05 6.15E-05 1.01E-04 1.99E-04

-4.25E-09

-9.07E-09

-9.04E-10 7.84E-04

-2.71E-06 1.67E-05

-1.71E-07 2.75E-03 1.74E-03 7.29E-04

.-2.07E-09 5.60E-03 3.84E-03 1.76E-03

-1.02E-09 9.41E-03 6.34E-03 2.79E-03

'-1.92E-08 1.42E-02 9,57E-03 4.83E-03

-2.34E-07 2.08E-02 1.57E-02 9.24E-03 3.02E-03 2.81E-02 2.22E-02 1.46E-02 6.82E-03 3.58E-02 2.91E-02 1.95E-02

-1. 88E-05

-1.63E-05

-1.11E-05

-1.56E-05 4.66E-05 1.93E-06

-1.19E-05

-2. 87E-05 1.24E-04

-6. 23E-05

-5. 15E-05

-s.4aE-os 4.10E-04 2.76E-04 2.02E-04 7.97E-05 8.62E-04 6.99E-04 3.07E-04

-1. 88E-05 1.13E-03 7.81E-04 3.63E-04 3.56E-05 1.41E-03 8.76E-04 3.69E-04

-1.82E-04 1.84E-03 1.66E-03 1.25E-03 7.74E-04 2.46E-03 2.25E-03 1.74E-03 1.24E-03 2.46E-03 2.24E-03 1.87E-03 1.18E-03 3.09E-03 2.53E-03 1.15E-03

-4.09E-05

-2.02E-05

-2.38E-05

-2.55E-05 1.28E-07

-1.76E-05

-2.06E-05

-1.98E-05 1.69E-04 6.10E-05

-1.55E-OS 1.56E-05 4.80E-04 2.81E-04

-6.62E-05 3.67E-05 6.53E-04 S.66E-O4 3.69E-04 3.19E-04 1.14E-03 1.03E-03 8.67E-04 7.70E-04 1.95E-03 1.81E-03 1.41E-03 1.20E-03 2.86E-03 2.60E-03 2.06E-03 2.34E-03 3.22E-03 3.08E-03 2.86E-03 2.85E-03 3.80E-03 3.53E-03 3.50E-03 3.56E-03 4.46E-03 3.99E-03 4.91E-03

= 1.04E-03 9.65E-04 9.25E-04 9.11E-04 1.02E-03 9.48E-04 9.10E-04 8.96E-04 9.53E-04 8.96E-04 8.76E-04 8.46E-04 6.60E-04 8.07E-04 9:08E-04 6.57E-04 5.30E-04 5.6'1E-04 5.76E-04 5.64E-3.16E-3.33E-O 3.43E-04 3.46E-04 9.98E-05 1.11E-04 1.24E-04 1.36E-04

-1.16E-04

-1.16E-04 "1.16E-04

-1.67E-06

-3.37E-04

-2.39E-04

-1.92E-04

-1.70E-04

-3.77E-04

-3.03E-04

-2.56E-04

-2.39E-04

-4.12E-04

-3.36E-04

-2.75E-04

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 13:20:12 1994 CASE:

1 PAGE:

9 TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE DISPLACEMENT VECTOR AT FINAL ITERATION NODE LOCATION (IN)

X Y

DISPLACEMENT (ZN)

DX DY DZ ROTATIONS (RAD)

RX RY RZ 44 6.000 27.562 45 0.000 30.500 46 1.620 30.500 47 3.810 30.500 48 6.000 30.500 49

,0.000 32.833 50 1.620 32.833 51 3.810 32.833 52 6.000 32.833 53 0.000 35.167 54 1.620 35.167 55 3.810 35.167 56 6.000 35.167 57 0.000 37.500 58 1.620 37.500 59 3.810 37.500 60 6.000 37.500

-1.82E-03

-6.20E-04

-6.39E-04

-6.99E-04

-7.31E-04 1.27E-04 1.06E-04 5.83E-05 4.43E-05 7.30E-04 7.47E-04 7.68E-04 7.74E-04 1.44E-03 1.43E-03 1.44E-03 1.44E-03

-2.68E-03

-5.19E-04

-1.45E-03

-1.76E-03

-2.51E-03

-6.50E-04

-1.08E-03

-1.65E-03

-2.44E-03

-6.55E-04

-1.08E-03

-1.70E-03

-2.37E-03

-6.47E-04

-1.10E-03

-1.72E-03

-2.35E-03 8.68E-03 4;34E-02 3.35E-02 1.80E-,02

3. 76E-03 4. 86E-02 2.96E-02 8.98E-03

-6.11E-08 5.40E-02 3.59E-02 1.47E-02

-3.65E-08 5.95E-02 4.24E-02 2.11E-02 3.39E-03

-2.90E-04 1.36E-03

-1.16E-03

-3.51E-03

-2.19E-03 2.14E-03 1.21E-03 7.54E-04

-1.46E-03 2.52E<<03 3.12E-03 3.08E-03 1.12E>>03 2.25E-03 2.60E-03 2.47E-03 1.49E-03 4.77E-03 -2.52E-04 6.16E-03 -4.85E-04 7.12E-03 -3.90E-04 6.10E-03

-2.15E-04 6,67E-03 -2.04E-04 1.01E-02

-2.69E-04 1.27E-02

-2.97E-04 4.63E-03

-2.69E-04 3.96E-03

-2.54E-04 1.07E-02

-2.42E-04 1.09E-02

-2.89E-04 8.20E-03

-2.84E"04 6.19E-03 -2.78E-04 1.05E-02 -4.58E-04

1. 04E-02 -3:25E-04 8.77E-03

-2.93E-04 7.63E-03 -2.85E-04

NESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 13:20:12 1994 CASE:

1 PAGE:

10 TITLE: D.C.

COOK CCH HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE CONCRETE REACTION AT EACH NODE NODE LOCATION (IN)

X Y

REACTION (LBS)

. 1 2

3 4

5 6

'. 7 8

9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000

1. 620

3. 810 6;000 0.000 1.620

3. 810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 0.000 0.000 0.000 0.000 2.333 2.333 2.333 2.333 4.667 4.667 4.667 4.667 7.000

7.000 7.000 7.000 9.938 9.938 9.938 9.938, 12.875 12.875 12.875 12.875 15.812

15. 81'2 15.812 15.812 18.750 18.750 18.750 18.750 21.688 21.688 21.688

21. 688 24.625 24.625 24.625 24.625 27.562 27.562 27.562

-4110.7 0.0 0.0 0.0

-1585.5 0.0 0.0 0.0 0.0

-42.5

-90.7

-9.0 0.0

-27052.3 0.0

-1709.1 0.0 0.0 0.0

-20.7 0.0 0.0 0.0

-10.2 0.0 0.0 0.0

-191.7 0.0 0.0 0.0

-2338.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPL%T DATE:Tue Aug 16 13:20:12 1994 CASE:

1 PAGE:

I TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE CONCRETE REACTION AT EACH NODE NODE LOCATION (IN)

X Y

REACTION (LBS) 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 6.000 27.562

'.000 30.500 1.620 30.500 3.810 30.500 6.000 30.500 0.000 32.833,.

1.620 32.833 3.810 32.833 6.000 32.833 0.000 35.167 1.620 35.167 3.810 35.167 6.000 35.167 0.000 37.500 1.620 37.500 3.810 37.500 6.000 37.500 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

-611.0 0.0 0.0 0.0

-365.4 0.0 0.0 0.0 0.0

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug,16 13:20:12 1994 CASE:

1 PAGE:

12 TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE TRANSLATIONAL EQUILIBRIUM CHECK DIRECTION X

Y 2

APPLIED FORCE 0.00000E+00

-0.18000E+05

-0.28000E+05 REACTION

-0.16462E-09

-0.18000E+05

-0.27940E+05 DIFFERENCE

0. 164 62E-09

-0. 17099E-09

-0. 60493E+02 0

WARNING, THE DIFFERENCE BETWEEN APPLIED FORCE AND REACTION ZS GREATER THAN END OF RUN

WESTINGHOUSE ELECTRIC CORP.

CALCULATIONCSE48-94-0042 ATTACHMENT.

REFERENCE 10

Equip Id: 2-HE-'5E Train:

2 Equip Class:

21 Drawing No.: 2-5135A 2-5113 PM'Cr

.~nction:

CCW System:

COMPONENT COOLING WATER Equip Dose:

EAST COMPONENT COOLING WATER HEAT EXCHANGER Buildi"g: AJXILIARY Room:

609 HALLWAY Elev:

609 Sort:

S, Notes:

Normal State:

Desired State:

Power Req'd:

N Support System Drawing:

Req'd Support Comp:

Safety Related Status:

NUCLEAR SR Min/Opt: MIN Alias No:

Power Train:

NA Comp Served:

EAST COMPONENT COOLING WATER HEAT EXCHANGER MFR:

M L.W-INDUSTRIES

.adel

Panel:

Elem. Drawing:

NOT APPL Wiring Drawing:

NOT APPL Power Source:

NOT APPL Walkdown:

F Relay'val:

N Comp Type:

HE Iso Drawing: 2-CCÃ-41, 2-CCW-42 Location:

30 FEET EAST OF THE g2 MONITOR TANK

V Cla Any particular area the Sefsmic Review ".eaa should pay extra attontfon top

".os Ho (If yes, check i,tens that apply.)

Anchor Type Anchor Diameter Anchor Spacfag Anchor Number Anchor Eabecbaent+

Anchor Edge Distance~

Anchor Cap&

Anchor Thread Engagemant Anchor Crfp Anchor Angularity Concrete Crsc~

a 0 the ra

{describe br',eely)

EE there fs concern for Deafen Basfs Discrepancy, cfrcle the applicable stoa and explain.

~0 Hardvare Hafntenance Typa Discrepancy Drying Up&,te Type Ofscrepancy Significant Operability/Dasf~ Basis Discrepancy Others Condf t'on:

Ho66 Act'ons Taken:

8 atlP Preparod By

~~is iver vVZ1.CCD.019 A TACEBKNT NO.

.T-hJORTH 5Oul'H ~

Location Z-h6-F56 Equipment No.

Anchora e Arran ement Sketch 0

2.

63% &.boy-9 Unxt 0

r.Bldg.

1Z-3a95-23,~z-3ze-Installatxon dwg. / Rev.

- )ATE Ting +'/g l(Tyr g[

L CRPKK t tJ4R04T

.on I~

0 I

COPE I4 ga~ur I

IHOIABA l.!ICHIOAH l'O':(ER SLTE OESIGts COt< TROt.LEO WORKlhG COPY AUG 241SSB LEAK

~ SJ

/ig CRACK To Kook I

CQ o

~ I I

C4 gA (4 0

- ll~ 4'lS (~p)

Data: 4 Data:

Drawn by:

Verified by:

Qua./cart. Inspector Reviewed by:

Data:

Construction Anc or Review Engineer Page 1 of 3 Revision 1

~

w94 s

~ S4 af ~ V l7 ATTACi. ANT NO. l

~w M boy%'ldg.

~u

+ORTH SOOTH ~>RY Location Installation dwg. / Rev.

Anchoraae Arran ement Sketch Equipment No.

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Page 3 of 3

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5 8, A t P.~. '~">7

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OB ORDER NO.:

/A SM 5050 VDE. 0C8 AT'AC~VTVO.

UK.TRASONIC TEST REPORT REgUEST WO. -/A IDENTIFICATION Unit 7 Component

.2 -

M-/WW Itern Material Other Test Unit/ S/Np.q Frey./Diamet'er Reference Standard Couplant/Batch No.

Cc c.- QGS

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PERFOiQKD BY:

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FORM NO.

12 SHP 5050 NDE-008-1

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DATE: 6'-l3 ~i'3 rZEEL..~

DATE..

Page 1 of 1 Revise.on 0

lNDfAHA MCtQGAM POSER Oats Subject February 25,, 1992 SQUG Bolting UT Examinations - J-Bolts Fcam To J. F. Steinhauser J. Wisniewski Ultrasonic examinations ware performed on mock J-bolts in an attempt to accurately determine their length.,

Due to the geometry of the J-bolts results were inconclusive.

The bend at the bottom of the bolts did not provide an adequate response for measurement and in moat cases reflected the majority of the sound beam towards the opposite end of the bolt not the entry surface.

I do not recommend the use of ultrasonics for length/

embedment determination on this type of bolting.

J.

. Steinhauser c:

G.A. Tollas E.A. Morse J.L. Winckel File

PROG ID FDBS002 D.

C.

COOK FACXLZTY DATA BASE SYSTEM PRINT COMPONENT RECORD REPORT DATE 02/2 TIME 08:4 PAGE 1

COMPONENT: 2;HE-15E

~

J J

'OMPONENT TYPE:

HEAT EXCHANGER PLANT SYSTEM:

COMPONENT COOLING WATER FUNCTIONAL NAME: EAST COMPONENT COOLING WATER HEAT EXCHANGER UNIT: 2 BUILDING: AUXILIARY FLOOR ELEVATION: 609 ROOM: 609 HALLWAY FEG:

216.01 "E" CCW (EAST CCW PUMP AND HEAT EXCHANGER)

OTHER LOCATION INFORMATION:

30 FEET EAST OF THE g2 MONXTOR TANK FLOW DXAGRAM: 2-5135A 2-5113 ELEM. DIAGRAM: NOT APPL

"'LEC. ONE-LINE DIAGRAM: NOT APPL CABLE SCHEDULE:

NOT APPL WIRING DRAWING: NOT APPL PIPING DRAWING: 12-5502B 12-5486B 12-5486C INSTRUMENT DRAWING: NOT APPL ZSOMETRXC DRAWING: 2-CCW-41 MANUFACTURER: M.L.W. INDUSTRIES COMPONENT SERIAL NUMBER 9860Q 2-CCW-42 UNVALIDATED COMPONENT INFORMATZON-'ATERXAL SPECXFXC gSA285CFBQ, MAXIMUMWORKING PRESSURE SHELL 150 PSI AT 200'Fg MAXIMUMWORKING PRESSURE TUBES 150 PSX AT 200'F, ORDER f31603-1B VICS NUMBER'0700 NPRDS REPORTABZLZTY: YES NPRDS COMPONENT:

HEAT EXCHANGERS NPRDS SYSTEM:

COMPONENT COOLING WATER SYSTEM COGNIZANT SECTION-HEAT EXCHANGERS, PUMPS

& TURBINES SECTION

PROG ID FDBS002 D.

C.

COOK FACILITY DATA BASE SYSTEM PRINT COMPONENT RECORD REPORT COMPONENT: 2-HE-15E (CONTINUED)

S

~

SAr r'.TY RZL~ar'D **

SAFETY RELATED STATUS:

NUCLEAR SAFETY RELATED PROCUREMENT GRADE:

NUCLEAR SERVICE QUALITY PURCHASED FROM A QUALIFIED SUPPLIER DATE 02/2c TIME 08: 4:

PAGE 2

NORMAL OPER.

PROCEDURE NUMBER:

2-OHP 4021.016 '03 12-OHP 4021 '19 F 001 ABNORMAL AND EMERGENCY OPERATING PROCEDURE NUMBER:

2-OHP 4023

~ 016 ~ 001 12-OHP 4023. 001. 012 SURVEILLANCE PROCEDURE NUMBER:

2-OHP 4030 STP. 022E

\\

TEST PROCEDURE NUMBER:

12-THP6040. PER 002-CCW 2-OHP 4 022. 0 16. 002 2-OHP 4023 019 ~ 001 2-THP 4030 STP.241 2-OHP 4030.STP.020W 2-OHP 5070.ZSZ.033 12-ZHP 6030.IMP.059 2-OHP 4022.016.003 2-OHP 4023.001.001 2-OHP 4030.STP.020E 2-EHP 4030.STP.248 12-MHI 2293 APPLICABLE TECHNICAL SPECIFICATIONS:

(NUMBERS/MODES) 3.7.3.1 1,2,3,4 SHOWN ON SLIDE NUMBER: 2A609-331 2A609-3403 "RIFIER NAME: BROWN M S MPONENT M & E DATA DATE- 05/15/86

'TIME: 09-13:30 M

& E NUMBER 09-995560 09-995561 09-995562 DESCRIPTION GASKET MK HE-015 FLEXITALLIC47-9/10X46-1/2 W/3/8 ZN WIDE CL RZB 1/2 IN R F/COMPONENT GASKET MK HE-015 FLEXZTALLZC 51-13/16X50-3/4 D-Z ARMCO F/COMPONENT COOLING HEAT EXCHANGER GASKET MK HE-015 FLEXZTALLZC 51-13/16X50-3/4 W/3/8 ZN WZDECL RZB 1/2 IN R F/COMPONENT LOCN UM ON HAND

- END OF REPORT **

WESTINGHOUSE CALCULATIONSHEET FROlECF AEP DONALDC. COOK NUCLEAR POWER PLANTS SEISMIC FRAGILIT ANALYSIS-CCW Heat Exchan er Anchora e

L'D. EY FADE DATE RIFIED 4Y AOTP<708E CALC NO.

CSE48-94-0042 la NO.

P-947I ROOF M&SENSE PURPOSE:

To determine ifadditional seismic margin exists for the CCW Heat Exchanger Anchorage.

SCOPE:

The J-Bolts for the support on either end.

ASSUMPTIONS:

l. AllJ-Bolt anchors are assumed active in shear.

This assumption results from the fact that cracks arc found in both pedestals at the grout and concrete interface, and vertical cracks also exist in the pedestal.

These cracks are represenataive ofthermal growth as discussed in Ref. 2.

2. The vertical seismic excitation is 2/3 of the horizontaL - Conservative.

3. Anchors are A307 or A36.

4. The J-Bolts are so deeply embedded, the the steel capacity controls for tension.

METHOD: Ref. 4 considered a prying factor ot 2.0, use WEPLAT to model the the saddle plate and bolts to determine ifthe prying factor is less.

Consdier both shear and tension, applying a parbolic interaction equation similar to that used in the ASME Code, Ref. 3, NF-3324.6.

The ultimate strength is applied for tension, while 0.42Su is applied for shear per the ASME Code, Appendix F, Section F-1335.2.

The failure values arc applied to remove conscrvatisms for the fragility analysis.

~ID COMPUTER CODE: Finite element analysis of base plates is provided using WESPLAT.

WES PLAT can be used for the analysis ofany rectangular plate attached by anchors to a rigid foundation.

The code is non-linear, using gapa to model the upliftof the plate from the concrete.

The plate elements are linear elcastic.

The code is verified and maintained under configuration control on the SUN/OS Workstation, per Rcf. Pf Verification documentation is maintained in the SMACC/WESPLAT file, located in the NTD entral file.

g~F.s ~ ~(i~le This code is selected since it is appropnute for the problem, configuration controlled, and an in-house code.

APPLICABILITY:This evaluation is applicable for faFgiHtyanalysis only.

RESULTS: The revised g level is:

0.587 g CONCLUSION: The prying factor of2.0 is conservative, but the increase in the seismic capacity is offset by consideration of thc tension and shear interaction.

OPER

/7'E~>

/lt/OA/&

REY. NO.

REY.DATE AUTHOR DATE L'D. RY DATE RIFLED SY DATE SAME INFORMATIONAS 4%$ANONOVSE FORM $52ISN

WESTINGHOUSE CALCULATIONSHEET pRDIEcr AEP ANAT.OC. COOK NUCLEAR POWER PLANTS SEISMIC FRAGILITYAN YSIS - CCW Heat Exchan er Anchora e

DATE RIITED SY DATE aa AOTP<708E CALC, IIa CSE48-944042 ta Ila P-9471

REFERENCES:

1. Report No. 1643.02, 'Seismic Fragilities ofCivilStructures and Equipment Components at thc Diablo Canyon Power Plant," NTS Engineering, September 1988, Long Beach CA, QA Report No.

34001.01-R014, Rcv. 0.

2. Westinghouse Calc. No. MSE<SE48-944040, Rev. 0, 08/19/94.,

3. ASME Code,Section III,Division 1, Appendix F and Subsection NF, 1989 Edition.

4. Westinghouse Elec. Corp. Calc. S AEP436, 'Seismic Margin for Various Components - CCW HX,'or the Donald C. Cook Nuclear Power Plants, Rcv. 0, Oct. 1991.

5. DeWolf, J.T., Ricker, D.T., "Column Base Plates," AISC, Steel Design Guide Series, 2nd Printing, 1991.

6. Westinghouse Elec. Corp. Calc. // AEP425, Aux. Building Equipmcnt Fragility," for the Donald C. Cook Nuclear Power Plants, Rev. 0, Dec. 1991.

7. ASCE Nuclear Structures and Matenals Committee, "State ofthe Art Report on Steel Embedments, June 1984.

4

8. Westinghouse Elec. Corp. Letter FDRT~D403, WESPLAT on the SUN 4, Dated 01/14/91.

9. MLWIndustries Drawing No. 850L-240600, Rev. A, 10/17/72.

10. Cook Nuclear Plant SHRUG Walkdown Package for 2-HE-15E, Aug. 1993.

11 ~ Screening Eval. Worksheet for 1-and 2-HE-15E, 03/13/91.

12. WESPLAT RUN "D.C. Cook CCW Heat Excngr Anchorage Force End Stiff

Edge, Version 2.1, 02/25/01, Run Date 08/16/94, 10:10:02.

13. WESPLAT RUN "D.C. Cook CCW Heat Excngr Anchorage Force End Stiff

Edge, Version 2.1, 02/25/01, Run Date 08/16/94, 13:20:12.

REY. IIO.

REY.DATE AlmIOR DA'TE R'D. SY DATE RIFIED SY DATE SAME INEORMATTOIIAS 4%ST&CHOUSE FORM $$? ISM

WESTINGHOUSE CALCULATIONSHEET

+A'T f

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REV.

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OATE WESTINGHOUSE FOAM 55213H I3/89)

OATE CHK'O. BY OATE VEAIFIEO BY OA

WESTINGHOUSE CALCULATIONSHEET sr~

88 AL. NO.

APPcg T'H<

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- C88%.

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TE PAGE OF DATE DATE VERIFIED BY CHK'D. BY Fll E NO.

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DATE AUTHOR DATE CHK'O. BY DATE VERIFIEO BY DATE WESTINGHOUSE FORM 552t3H I3/89)

WESTINGHOUSE CALCULATIONSHEET TITLE Dc.

PROJECT

+or P f7~

0 T

CHK'O. BY CAL. NO.

GQS'-

- Y-odF DATE PAGE OF VERIFIEO BY GROUP OA Z,

LoAps leave 5 I, 2.1 3

( l.o+c Solus)

= C),RG 0

=

9 'I

(>o)(3l-47~)jj= 669.8 k-lnJ WiUi gw 8y

'Z F'CQ, Q P'GQ<SVJBI 4O+

2-o,wS(ao) 2 p t2e'~lc

~m~~w L~ ~o C o ~ p t=u= '

~ '

- ~S.~

3 2'3.6

~~='<</g =4 t ps

'V 3

P~

g Lc> pS'

= -<<+ ~65 t~.7I zs 6 Pg =EN f>5 n3

~i t=. =+~f=~

M95p~

+ F,= Fy~~ p~f OATE VERIFIEO BY OA REV.

REV.

NO.

GATE AIJTHOR OATE CHK'O. BY WESTINGHOUSE FORM 55243H I3/89)

WESTINGHOUSE CALCULATIONSHEET DONALDC. COOK NUCLEAR 't'OWER PLANTS SEISMIC FRAG YSIS - CCW Heat Exchan er Ancho e

FROIECF AEP S.o.

AOTP4708E CALC. a, CSE48-944042 ED.EY P-947I DATE strlulsr~~~

ossa M&SEeCSE DETERMINATIONOF THE SPECTRAL FLOOR CAPACITY Determiue the maximum g vahe to satisfy tho parabolic iuteractioa ettustiou based oa V/pgpLATresults /gfpf.+.g'Ii Thc overturning moment pcr pedestal is from M(ot) = 80(Ah)(31.375)/2, from Ref. 4.

The resisting vertical load per pedestal is Fvt ~ M + (2/3)40Ah.

The resulting pullout load at node 3 ofthc WESPLAT model is P = M(ot)/(37.5-14) + Fvt/3.

Assuming a linear relationship bctwecn the bolt tensile load and the pullout load at ~

node 3, the bolt load factor is 10.13/14.7, so the bolt load would be 10.13P/14.7.

The ultimate tensile force, Ft, is SuAt The shear load per two bolts is V = 80Ah/2.

The ultimate shear load, Fv = 2(0.42)SuAs for two bolts.

So the parbolic shear/tension interaction in terins ofAh is:

[(62.3Ah - 13.33)0.689/Ft] 2 + [80Ah/2Fv] 2 ( or = 1.0 or

[0.689P/Ft]"2 + [V/Fv]"2 < or = 1.0 Consider steel only.

AllowFt =

26.8 kips where At ~

Allow. Fv = (use min.)

Concrete 29.412 ~ 1.1(2)(fc') 0.5(PI)m"2times 2 Steel 29.281 kips where As =

0.462 sq. in.

0.601 sq. in.

Ah 0.450 0.500 0.510 0.550 0.555 0.587 0.600 0.700 0.800 0.900 P

10.13P/14.7 14.7 10.1

'7.8 12.3 18e4 12.7 20.9 14.4 21.2 14.6 23.2 16.0 24.0 16.6 30.3 20.9 36.5 25.2 42.7 29.4 18.0 20.0 20.4 22.0 22.2 23.5 24.0 28.0 32e0 36.0 Int. Eq.

0.521 0.676 0.710 0.854 0.873 1.000 Usc 0887 1.054 1.521 2.076 2.719

~ as long as there is not a significant change in bolt tension.

REY. NCL REY.DATE DATE

'D. RY DATE RÃED EY DATE SAME !NFORMATTONAS btfESTiNOHOUSE FORM SKI SN

WESTINGHOUSE ELECIRIC CORP.

CALCULATIONCSE48-94-0042 ATTACHMENT WESPLAT RUN "D.C. Cook CCW Heat Excngr Anchorage Force End Stiff Edge," Version 2.1, 02/25/01, Run Date 08/16/94, 10:10:02.

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 2.,c cuing p.c

P' Y.aJM a/~~I+

CE END STIFF EDGE CASE NUMBER:

1 1.620000 2.333333 4.666667 7.000000 21.687500 24.625000 27.562500 9.937500 12.875000 15.812500 30.500000 32.833333 35.166667 504 NRE ~

48 21 15 ACCOUNT PLATE 6.0 37.5 0.44 0.0 QG t-a TITLE D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FOR OPTION 40 3.0 2.0 Y

Y Y.280E+08

.280E+08 BOLT 3.000 5.500 1 0.0 BOLT 3.000 32.000 1 0.0 PROP 1 0.875 27.0 0.0 REG1ON 1

1.62 7.00 0.00 0.00 0.0 1

0 LOAD 1 0.0 -6000 -33400 0.0 0.0 0.0 REGION 2 1.62 18.75 0.00 0.00 0.0 1

0 LOAD 2 0.0 -6000 -9300 0.0 0.0 0.0 REGION 3

1 '2 30.5 0.00 0.00 0.0 1

0 LOAD 3 0.0 -6000 14700 0 '

0.0 0.0 STIFF 0.0 0.0 0.0 37.5 6.0 0.4375 STIFF 0.0 7.0 6.0 7.0 6.0 0.4375 STIFF 0.0 18.75 6.0 18.75 6.0 0.4375 STIFF 0.0 30.5 6.0 30.5 6.0 0.4375 MC1,2 0,

1250000 START BPCOM NX1 ~

4 AND NY1 ~

15 XX LINE LIST 0.000000 3.810000 6.000000 YY LINE LIST 0.000000 18.750000 37..500000 START PHASE 0

START PHASE 1

LOOP 0

NEQ ~

MEMORY ~

225000 WORDS NCOL IS 504 FOR BLOCK NUMBER 1

START PHASE 2

HERE NCOL ZS 504 FOR BLOCK NUMBER 1

CALLING LDGEN START SOLUTION PHASE NBLOCK~ 1 LBLOCK~

56155 NCM~

224555 ITERATION 1

NUMBER OF NON-CONVERGED GAPS IS ITERATION 2

NUMBER OF NON-CONVERGED GAPS XS 30 ZTERATION 3

NUMBER OF NON-CONVERGED GAPS ZS I TERATZON 4

NUMBER OF NON-CONVERGED GAPS IS 25 ITERATION 5

NUMBER OF NON-CONVERGED GAPS ZS ITERATION 6

NUMBER OF NON-CONVERGED GAPS IS 7

ITERATION 7

NUMBER OF NON-CONVERG D GAPS IS 12 ZTERA.XON 8

NUMBER OF NON-CONVERGED GAPS IS 5

ZTERATION NUMBER OF ITERATION NUMBER OF ITERATION NUMBER OF ITERATION NUMBER OF ITERATION NUMBER OF ITERATION NUMBER OF ITERATION NUMBER OF ITERATlON NUMBER OF BPOUT 9

NON-CONVERGED GAPS IS 10 NON-CONVERGED GAPS IS 11 NON-CONVERGED GAPS ZS 12 NON-CONVERGED GAPS IS 13 NON-CONVERGED GAPS IS 14 NON-CONVERGED GAPS ZS 15 NON-CONVERGED GAPS ZS 16 NON-CONVERGED GAPS ZS

WESPLAT ON THE JOB:

WESPLAT SUN 4

VERSION 2.1 02/25/91 DATE:Tue Aug 16 10:10:02 1994 CASE:

PAGE:

TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE ELEMENT STRESSES AT FINAL ITERATION LOCATION(ZN)

X Y

SIGX SZGY SIGXY STRESSES (PSZ)

SZG1 SZG2 SZGE SMAX 2.715 2.715 2.715 4.905 4.905 4.905 0.810 0.810 0.810 2;715 2.715 2.715 4.905 4.905 4.905 0.810

0. 810

2. 715

2. 715 2.715 4.905 4.905 4.905

0. 810 0.810

0. 810 2

~ 715

2. 715

2. 715 4.905 4.905 4.905

0. 810

0. 810 0.810 2.715 2.715 2.715 4.905 4.905 4.905 11.406 11.406 11.406 11.406 11.406 11.406 14.344 14.344 14.344 14.344 14.344 14.344 14.344 14.344 14.344 17.281 17.281 17.281 17.281 17.281 17.281 17 '81 17.281 17.281 20.219 20.219 20.219 20.219 20.219 20.219 20.219 20.219 20.219 23.156 23.156 23.156 23.156 23.156 23.156 23.156 23.156 23 '56

-583.9 8.0 599.9

-109.7 155.3 420.2

-421.6 189.0 799.5

-639.6

'46.5 1132.5

-387. 8

-2

~ 4 382.9

-673.3 554.9 1783.0

-1512.8 495.1 2502.9

-369. 1 133.4 635.8

-514.3 761.2 2036.7

-858.5 724.8 2308.0 238.4 149.7 61.1

-1152.2

-262.0 628.2

-589.5

-136.6 316.3 126.2 71.7 17.2 647.9 939.8 1231.7

-4018.2

-3834.6

-3651.0 4532.1 5075.9 5619.6 729.2 1079.1 1429.0

-3293.3

-3404.7

-3516.2 3151.8 4744.8 6337.8

.-.1761. 7 522. 9 2807.5

-4583.1

-2538.9

-494.7 5147.1 6859.9 8572.7 1585.8 3252.5 4919.3

-2623.1

-1637.8

-652.5 3696.0 4002.3 4308.5 1834.6 2149.1 2463.7

-505.8

-392.9

-280.0 1270 423

>>424 876 172

-530 1634 397

-839 1332 377

-576 1222 273

-675 115

-749

-1614 2259 1060

-139 1475 458

-559 28

-811

-1651 1828 1140 452 1434 372

-689 102

-571

-1245 1635 670

-293 1905 718

-469

.9

.1

.8

.6

.9

.6

.3

.9

.5

.9

.7

.8

.6

.7

.6

.3

.9

,4

.2

.9

.0

.9,)

.7'4

~ 4

.5

,4

.3

.7

.2.4.

.7

.8

.1

.9

.3

.4

.2

.0 1444.3 1103.2 1445.2

77. 9 162.7

" 488.3 5022.9 5107.9 5761.8 1542.8 1225.0 1876.2 58.3 19.4 496.7 3155.3 4874.8 6851.9

, 626.1 1569.5 2861.5 96.4 209.7 866.2 5147.2 6966.0 8966.2 2562.9 3691.0 4995.4 833.8 224.3 480.4 3698.2 4077.6 4690.5 2657.9 2331.5 2503.0 1741.6 594.2 360. 5

-1380.3

-155.4 386.4

-4205.8

-3842.1

-3719.1

-912.3

=-156. 9 657.4

-1453.2 100.5 685.3

-3739.5

-3426.6

-3629.9

-676.7 424.9 1268.9

-3900.6

-551.5 2448.9

-5048.5

-2615.2

-725.1

-514.4 655.1 1643.2

-1835.7 286.3 2231.9

-3218.5

-1712.4

-1071.8

-1154.3 337

~ 3 246.1

-1412.8

-319.0 277.0

-2121.2

-915.4

-623.4 2446.4 1188.6 1295.9 4245.3 3925.9 3985.7 5535.7 5031.3 5462. 8 2595.0 1178.0 1644.4 3769.0 3436.3 3902.1 3542.4 4676.8 6313.9 4248.4 1906.0 2679.1 5097.4 2726.1 1379.9 5422.8 6662.6 8268.0 3826.6 3556 '

4334.3 3706.5 1834.9 1376.4 4390.7 4256.3 4572.4 3579.9 2506.3 2376.7 3350.6 1317.2 862.2 2824:6 1258.7 1445.2 4283.7 4004.8 4207.4 5935.2 5107.9 5761.8 2996.0 1225.0 1876.2 3797.8 3446.0 4126.6 3832.0 4874.8 6851.9 4526.7 2121.0 2861.5 5144.9 2824.9 1591.3 5661.6 6966.0 8966.2 4398.6 3691.0 4995.4 4052.3 1936.8 1552.2 4852.5 4414.9 4690.5 4070.7

- 2650.5 2503.0 3862.8 1509.6 983.9 TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MEDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDbLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 10:10:02 1994 CASE:

1 PAGE:

TITLE: D.C.

COOK CCW'HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE ELEMENT STRESSES AT FINAL ITERATION LOCATION(IN)

STRESSES (PSI)

X Y

SIGX SZGY SIGXY SIG1 SZG2 SZGE SMAX 0.810 0.810

0. 810

2. 715 2.715 2.715 4.905 4.905 4.905 0.810 0.810 0.810 2.715 2.715 2.715 4.905 4.905 4.905 0.810 0.810 0.810 2.715 2.715 2.715 4.905 4.905 4.905 0.810 0.810 0.810 2.715 2.715

2. 715

4. 905 4.905 4.905 0.810 0.810

0. 810 2.715 2.715

2. 715 26.094 26.094 26.094 26.094 26.094 26.094 26.094 26.094 26.094 29.031 29.031 29.031 29.031 29.031 29.031 29.031 29.031 29.031 31.667 31.667 31.667 31.667 31.667 31.667 31.667 31.667 31.667 34.000 34.000 34.000 34.000 34.000 34.000 34.000 34.000 34.000 36.333 36.333 36.333 36.333 36.333 36.333

-1809.9 53.7 96.5 1633.9 2002.8 3214.2 1477.3 1990.0

-29.9 1127.4

-1537.1 264.9 499.3 3147.3

-139.4 696.7

-778.0 -1754.0 2377.9 5478.5

-473.6

-983.1

-3325.2 -7444.8 2295.1 9727.1

-449.8 205.4

-3194.8 -9316.3 2923.2 9584.6

-0.9 1797.0

-2925.0 -5990.6 6169.1 -1171.6 59.8 1126.5

-6049.5 3424.7

-16682.1-11230.0 132.4 2490.5 16946.8 16211.1

-2251.1 -5882.5 34.8 1318.5 2320.8 8519.5 5063.5 -1591.3 70.9

-71.7

-4921.8 1448.0

-18558.2-11604.7

-162.2

-489.8 18233.8 10625.1

<<6243.2

-8265.4

-29.8 152.6 6183.6 8570.6 785.0 1193.5 13.3

-46.5

-758.5 -1286.5

'-6003.0

-563.0 209.0

-135.1 6421.1 292.7 773. 4

-451.3

-1676.0 2539.0 638.6

-1261.8 2825.8 629.6

-1566.7 4338.3

<<770.9

-5880.2 4358.1 1095.0

-2168.2 339.8 236.0 132.3 2875.8

-612.1

-4100 F 1 3510.2 961.8

-1586.6 1401.4

-267. 2

-1935.3 474.4 142.9 "188.6 2016.1 151.7

-1712.7 4804.9

-305.3

-5415. 4

-351.7 296.1 943.9 211.2 65.9

-79.4 332:9 -2089.0 1756.6

-26.2 4390.6 826.4 4285.5

-818,2 1410.5

-313.0 914.4 -2186.6 4943.9 -1297.3 1034.4

-477.1 374.9 -2906.9 8535.2

-678.8 83.6 "1540.3 845.6-11615.5 11738.4 283.9 1020.7 -1265.1

-2504.7-10006.4 9601.9 2905,9 1827.5

-31.3

-2919.3

<<5996.3

,7161.5

-2164.1 1405.1

-218.7 4952.7 -7577.5

-9511 '-18400.4 2833.0

-210.1

,18207.7 14950.2

'-1773.5 -6360,2 1371.9

<<18.6 9074.1 1766.2 5097.1 -1624.9 159.3

-160.1 1453.6 -4927.4

-110 62. 4-19100. 5

-102.7

-549.3 18601.6 10257.3

-2344 '-12164.4 380.0

-'257.2 12922.4 1831.7 1396.0 582.5 281.0

-314.2'42.3

-2002.6

-554.8 -6011.2 221.2

-147.3 6422.1 291.7

'273.8 1769.9 4041.3 4747.8 1590.3 2759.8 5704.3 1338.2 3111.3 8894.1 1583.8 12060.5 11599.0 1983.4 9018.8 8528.7 1843.4 5193.6 8453.9 1526.3 10930.5 15938.3 2943.7 16817.3 5684.8 1381.3 8332.6 6074.8 276.6 5792.6 16610.5 505.8 16137.8 11178.2 555.2 12110.9 1214.5 515.7 1981.8 5753.9 321.2 6281.3 2421.9 1782.8

'4390.6 5103.7 1723.5 3101.0 6241.2 1511.4 3281.8 9214 '

1623.9 12461.1 11738.4 2285.8 10006.4 9601.9 1858.8 5996.3 9325.6 1623.8 12530.1 18400.4 3043.2 18207 F 7 6360. 2 1390 '

9074.1 6722.1 319.3 6380.9 19100.5 549.3 18601.6 12164.4 637.2 12922.4 1396.0 595.2 2002.6 6011. 2 368.5 6422.1 TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM TOP MIDDLE BOTTOM

WESPLAT ON, THE SUN 4

VERSION 2.1 02/25/91 JOB:

HESPLAT

'ATE:Tue Aug 16 10:10:02 1994 CASE:

1 PAGE:

4 TITLE: D.C.

COOK CCN HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE ELEMENT STRESSES AT FINAL ITERATION LOCATION(ZN)

X Y

SIGX STRESSES (PSZ)

SZGY SIGXY SIGl SIG2 SIGE SMAX 4.905 36.333

-4586.8 -1111.3 2303.6 36.5 -5734.5 5752.8 5771.0 TOP 4.905 36.333 113.8 30.7

-118.8 198.1

-53.6 229.6 251.7 MIDDLE 4.905 36.333 4814.4 1172.6 -2541.1 6119.6

-132.6 6187.0 6252.3 BOTTOM

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 10:10:02 1994 CASE:

1 PAGE:

5

~

TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE PLATE WIDTH PLATE LENGTH.

PLATE THICKNESS PLATE MODULUS '.

BOLT MODULUS.

6.000 INCHES 37.500 INCHES 0.440 INCHES 28'.OE+06 PSI 28.0E+06 PSI NUMBER OF ITERATIONS

.16 NUMBER OF ELEMENTS IN X DIRECTION 3

NUMBER OF ELEMENTS IN Y DIRECTION.

14 NUMBER OF BOLTS 2

NUMBER OF LOAD POINTS 3

BOLT LOCATIONS, PROPERTIES, AND LOADS

- - - - Wfr***********%*+***********************

LENGTH ZN LOCATION

DIAMETER INCHES OR SHEAR PRELOAD

BOLT LOADS X

Y (IN)

STIFFNESS STIFFNESS (LBS)

AXIAL SHEAR

~

(ZN)

ZN LBS/ZN~(LBS/ZN)

(LBS)

- - - - e**************************

3.000 '.500

0.875 27.000 0.49E+07

0.

0.

10713.

3.000 32.000

0.875 27.000 0.49E+07

0.

10130.,

7388.

cwc**%wit%%****%%%*w*wkkw**kk*xg*%%ww9r*k**w*w*****4**%*%****A***%**%*w**w*

16817.

16610.

14950.

-19100.

- - - - %**************%****+*************W*******************

MAXIMUMPLATE STRESSES AND LOCATIONS

- - +**%***%**%'*********W**%'****%***************%*%***%*****%****%*

LOCATION STRESSES (PS I)

Y 2

PRINCIPAL EFFECTIVE (IN)

(IN)

SiGMA(1)

SIGMA(2)

SIGMA (E)

- - - - a**w*+**%**+*****4'**%******%*++*%***P 2.715 31.667 BOTTOM 18208.

2.715 34.000 TOP

-11062.

- - m********************************w***********************+**

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 10:10:02 1994 CASE:

1 PAGE:

6 TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE

- - - - +****************************************************W**

MAXIMUMPLATE STRESS INTENSITIES AND LOCATIONS

- - 4'%**+***P********%**+**%*************************+%******%'*%******

LOCATION STRESS INTENSITIES (PSZ)

X Y

Z (Note 1)

(Note 2)

( IN)

(IN)

'gie Smax

+*****************************4

- - - - %**%**+

2.715 34 F 000 TOP 16610.

0.810 20.219 MIDDLE 6663.

2. 715

31. 667 BOTTOM 16817.

4'*4 *******

4 **********

4**********

4*********

+****************

4******

2. 715 34. 000 TOP 19100.

0.810 20.219 MIDDLE 6966.

2.715 34.000 BOTTOM 18602.

+ 4 %**%**+*%*****+*********%%

4**a*******+*%*%

% 4 4 *****%+ +

Note 1:

Maximum distortion energy theory Note 2:

ASME NF maximum shear stress theory SHAPE

LINK

RECTANGLE

1 RECTANGLE

2 RECTANGLE

3

- - - - 4'***********4

- +**********+~%

ATTACHMENT LOCATIONS AND PROPERTIES

ATTACHMENT

CENTER LOCATION

DIMENSIONS

ANGLE

NUMBER

X (IN)

Y (ZN)

X(ZN)

Y(IN)

DEG. *

- - - 'Jl'**4***4'***'A**%4'******%******4'%********************

4

~Q 1

1.620 7.000

0.000 0.000

0 '

2 1.620 18.750

0.000 0.000 0.0 3

l. 620 30.500

0.000 0.000

0.0

4 *W +*4'******

+***********************

+*+ a C

WESPLAT ON THE SUN 4

VERSION 2.1

'02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 10:10:02 1994 CASE:

1 PAGE:

7 TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE 0

0 0

- - - W*******4'*******4' *********************************************

%*****a PLATE LOADS AT ATTACHMENT CENTERS

- we********************************+**w************************

CENTER LOCATION FORCES (LBS)

MOMENTS(ZN-LBS)

X (IN)

Y (IN)

FX FY FZ MX MY MZ

- %****W%'*****4**********************0*****************%*4*WW***4 1.620 7.000 0

-6000

-33400 1.620 18.750 0

-6000

<<9300 1.620 30.500 0

-6000 14700-,

1.620 7.000 1.620 18.750 1.620 30.500

- - - - %*****%********fr++4*+**********+******************WW***

PLATE DISPLACEMENTS AND ROTATIONS AT ATTACHMENT CENTERS'

- %**********%+*A%*a**%*********%*****************A'*+*%*****%******

CENTER LOCATION DISPLACEMENTS (ZN)

ROTATIONS (RAD)

X (IN)

Y (ZN)

~

DX DY DZ

~

RX RY RZ

-0.0011 -0.0036 4.0000 0.0003 0.0003 0.0008

-0.0049 -0.0023 0.0093 0.0016 0.0026 -0.0001

-0.0007 -0.0013 0.0331

-0.0011 0.0070 -0.0004

4***********************************************4 0.000 37.500 6.000 7.000 6.000 18.750 6.000 30.500

- - - - a*****************A*******W+**************+*+*******

STIFFNER LOCATIONS AND PROPERTIES

- - ~+******************+****%*****Re*****************%************

STIFFNER

START LOCATION END LOCATION

'EIGHT THICKNESS

NUMBER X (IN)

Y (ZN)

X (ZN)

Y (ZN)

(IN)

(ZN)

- %7l' **%%**%***%

'P***%4'****

% %****4******

- - 4*******'P

+ 'P + ~ +*1k'*

1 0 000 0 000 6.000

~

0.4375 2

0.000 7.000 6.000 0.4375 3

0 000 18 750

'.000 0.4375 4

0.000 30.500 6.000 0.4375

- Pa******ask******%*k%e*********%***********%*********************

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 10:10:02 1994 CASE:

TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF DISPLACEMENT VECTOR AT FINAL ITERATION 1

PAGE:

8 EDGE NODE LOCATION (IN)

X Y

DISPLACEMENT (IN)

DX DY DZ ROTATIONS (RAD)

RX RY RZ 1

2 3

4 5

6 7

8 9

10ll 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 0.000

1. 620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 0.000 0.000 0.000 0.000 2.333 2.333 2.333 2.333 4.667 4.667 4.667 4.667 7.000 7.000 7.000 7.000 9.938 9.938 9.938 9.938 12.875 12.875 12.875 12.875 15.812 15.812 15.812 15.812 18.750 18.750 18.750 18.750 21.688 21.688 21.688 21.688 24.625 24.625 24.625 24.625 27.562 27.562 27.562 5.52E-03 5.47E-03 5.37E-03 5.33E-03 3.15E-03 3.12E-03 3.07E-03 3.06E-03 8.92E-04 8.69E-04 8 '4E-04 9 '4E-04

-1.07E-03

-1.09E-03

-1.02E-03

-9.27E-04

-2.86E-03

-2.96E-03

-2.98E-03

-2.86E-03

-4.13E-03

-4.22E-03

-4.24E-03

-4.16E-03

-4.79E-03

-4.86E-03

-4.84E-03

-4.77E-03

-4.82E-03

-4.85E-03

-4.81E-03

-4.75E-03

-4.08E-03

-4.20E-03

-4.28E-03

-4.24E-03

-3.10E-03

-3.15E-03

-3.20E-03

-1.92E-03

-1.91E-03

-1.93E-03

-5.45E-03

-3.67E-03

-1.50E-03 5.90E-04

-5.35E-03

-3.60E-03

-1.47E-03 5.40E-04

-5.14E-03 "3.44E-03

-1.38E-03 3.06E-04

-4.72E-03

-3.56E-03

-1.55E-03

-3.66E-05

-4.09E-03

-3.14E-03

-1.87E-03

-6.22E-04

-3.40E-03

-2.80E-03

-2.02E-03

-1.29E-03

-2.69E-03

-2.46E-0'3

-2.15E-03

-1.87E-03

-2.31E-03

-2.21E-03

-2.35E-03

-1.11E-03

-1.68E-03

-2.21E-03

-2.71E-03

-6.13E-04

-1.32E-03 "2.11E-03

-2.89E-03

-4.19E-04

-1.18E-03

-2.01E-03

-4. 25E-07 2.71E-05 7.13E-05 1.27E-04

-1.57E-07 1.37E-05 5.36E-05 9.34E-05 2.15E-04

-4.32E-09

-9.46E-09

-8.59E-10 8.11E-04

-2.68E-06 1.69E-05

-1.76E-07 2.77E-03 1.76E-03 7.35E-04

.-2.02E-09 5.57E-03 3.83E-03 1.75E-03

-8.72E-10 9.26E-03 6.24E-03 2.75E-03

-1.87E-08 1.39E-02 9.34E-03 4.71E-03

-2.34E-07 2.04E-02 1.54E>>02 9.04E-03 2.98E-03 2.76E-02 2.18E-02 1.44E-02 6.78E-03 3.52E-02 2.87E-02 1.93E-02

-1.99E-05

-1.39E-05

-6.56E-06

-1.07E-05 5.06E-05 5.55E-06

-7.52E-06

-2.46E-05 1.29E-04

-6.37E-05

-5.00E-05

-5.23E-05 4.09E-04 2.95E-04 2.00E-04 7.85E-05 8.54E-04 6.98E-04 3.08E-04

-1.76E-05 1.10E-03 7.60E-04 3.55E-04 3 '0E-05 1.36E-03 8.42E-04 3.53E-04

-1.80E-04 1.80E-03 1.58E-03 1.22E-03 7.58E-04 2.42E-03 2.22E-03 1.72E-03 1.23E-03 2.45E-03 2.23E-03 1.87E-03 1.19E-03 3.10E-03 2.55E-03 1.17E-03

-3.16E-05

-1.50E-05

-2.30E-05

-2.59E-05 8.64E-06

-1.58E-05

-2.09E-05

-2.03E-05 1.79E-04 6.63E-05

-1.68E-05 1.59E"05 4.96E-04 2.91E-04

-6.84E-05 3.78E-05 6

~ 59E-04 5.72E-04 3.74E-04 3.21E-04 1.12E-03 1.03E-03 8.65E-04 7.68E-04 1.92E-03 1.78E-03 1.39E-03 1.19E-03 2.81E-03 2 '5E-03 2.01E-03 2.29E-03 3.15E-03 3.01E-03 2.79E-03 2.78E-03 3.72E-03 3.44E-03 3.41E-03 3.48E-03 4.37E-03 3.89E-03 4.81E-03 5

3 3

l.

1 1

1

-2

-1 2

-8

-3

-2

-1

-3

-2

-2 4

-3

-2

.03E-03

.46E-04

.02E-04

.88E-04

.99E-04

.27E-04

.87E-04

.72E-04

.28E-04

.78E-04

.48E-04

.19E-04

.08E-04

.25E-04

.'34E-04

.59E-04

.15E-04

.5'6E-04

.65E-04.

.54E-

.26E

.44E-

.56E-04

.59E-04

.41E-04

.36E-04

.62E-04

.71E-04

.14E-04

.48E-04

.78E-05

.58E-06

.01E-04

.18E-04

.58E-04

.39E-04

.75E-04

.99E-04

.51E-04

.34E-04

.38E-04

.54E-04

.98E-04

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 10:10:02 1994 CASE:

1 PAGE:

~

TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE DISPLACEMENT VECTOR AT FINAL ITERATION NODE LOCATION (IN)

X Y

DISPLACEMENT (IN)

" DX'Y DZ ROTATIONS (RAD)

RX RY RZ 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60

6. 000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000

27. 562 30.500 30.500 30.500 30.500 32.833 32.833 32.833 32.833 35.167 35.167 35.167 35.167 37.500 37.500 37.500 37.500

-1.97E-03

-6.63E-04

-6.88E-04

-7.55E-04

-7.91E-04 1.31E-04 1.24E<<04 9.44E-05 7.40E-05 8.32E-04 8.50E-04 8.77E-04 8.86E-04 1.63E-03 1.61E-03 1.62E-03 1.63E-03

-2.83E-03

-4.71E-04

-1.31E-03

-1.82E-03

-2.65E-03

-5.64E-04

-1.03E-03

-1.69E-03

-2.57E-03

<<5.62E-04

-1.05E-03

-1.74E-03

-2.48E-03

-5.53E-04

-1.06E-03

-1.76E-03

-2.47E-03

8. 71E-03 4.29E-02 3.31E<<02 1.79E-02 3.87E-03 4.82E-02 2.94E-02 8.95E-03

-5.85E-08 5.37E<<02 3.57E-02 1.47E-02

-3.61E-08 5.93E-02 4.24E-02 2.11E-02 3.45E-03

-2.57E-04 1.40E'-03

-1.10E-03

-3.48E-03

-2.20E-03 2.19E-03 1.24E-03 7.52E-04

-1.49E-03 2.57E-03 3.14E-03 3.09E-03 1.14E-03 2.30E-03 2.64E-03 2.50E-03 1.52E-03 4.67E-03 -2 6.05E-03

-4 7.01E-03 -3 6.01E-03 -3 6.57E-03 -2 1.00E-02 -3 1.26E-02 -3 4.60E-03 -3 3.95E-03 -2 1.06E-02 -2 1.08E-02 -3 8.16E-03 -3 6.19E-03 -3 1.04E-02 -4 1.04E-02 -3 8.74E-03 -3 7.61E-03 -3

.73E-04

.53E-04

.90E-04

.OSE-04

.14E-04

.13E-04

.33E-04

.15E-04

.97E-04

.80E-04

.29E-04

.26E-04

.21E-04

.95E-04

65E-04

.34E-04

.27E-04

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

NESPLAT DATE:Tue Aug 16 10:10:02 1994 TITLE: D.C.

COOK CCH HEAT EXCNGR ANCHORAGE FORCE E

CASE:

1 PAGE:

10 ND STIFF EDGE

. CONCRETE REACTION AT EACH NODE NODE LOCATION (IN)

REACTION (LBS)

X Y

1 2

3 5

6 7

8 9

10 11 12 13 14 15 16 17 18 19 20 21 2223-24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620

3. 810 6.000 Q.QQQ 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620 3.810 6.000 0.000 1.620

3. 810 0.000 0.000 0.000 0.000 2.333 2.333 2.333 2.333 4.667 4.667 4.667 4.667 7.000 7.000 7.000 7.000 9.938 9.938 9.938

9. 938.

12.875 12.875 12.875 12.875 15.812 15.822 15.812 15.812 18.750 18.750 18.750 18.750 21.688 21.688 21.688 21.688 24.625 24.625 24.625 24.625 27.562 27.562 27.562

-4253.8 0.0 0.0 0.0

-1566.4 0.0 0.0 0.0 0.0

<<43.2

-94.6

-8.6 0.0

-26832.2 0.0

-1762.7 0.0 0.0 0.0

-20.2 O.Q 0.0 0.0

-8.7 0.0 0.0 Q.Q

-187. 4 0.0 0.0 0.0

-2343.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

WESPLAT ON THE SUN 4

VERSION, 2.1, 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 10:10:02 1994,CASE:

1 PAGE:

11 4

TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE CONCRETE REACTION AT EACH NODE NODE LOCATION (IN)

REACTION (LBS)

X Y

44 6.000 27.562 45 0.000 30.500 46 1.620 30.500

'7 3.810 30.500 48 6.000 30.500 49 0.000 32.833 50 1.620 32.833 51 3.810 32.833 52 6.000 32.833 53 0.000 35.167 54 1.620 35.167 55 3.810 35.167 56 6.000 35.167 57

'0.000 37 F 500 58 1.620 37.500 59 3.810 37.500 60 6.000 37 F 500 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

-584.9 0.0 0.0 0.0

-361.5 0.0

'0. 0 0.0 0.0

WESPLAT ON THE SUN 4

VERSION 2.1 02/25/91 JOB:

WESPLAT DATE:Tue Aug 16 10:10:02 1994 CASE:

1 PAGE:

TITLE: D.C.

COOK CCW HEAT EXCNGR ANCHORAGE FORCE END STIFF EDGE TRANSLATIONAL EQUILIBRIUM CHECK DIRECTION X

Y 2

APPLIED FORCE 0.00000E+00

-0.18000E+05

-0.28000E+05 REACTION

-0.13642E-09

-0.18000E+05

<<0.27938E+05 DIFFERENCE 0.13642E-09

-0.15280E-09

-0.62148E+02 0 -WARNXNG, THE DIFFERENCE BETWEEN APPLIED FORCE AND REACTION XS GREATER THAN END OF RUN

WESTINGHOUSE ELECIMC CORP.

CALCULATIONCSE-08-94-0042 ATTACHMENT WESPLAT RUN "D.C. Cook CCW Heat Excngr Anchorage Force End Stiff Edge," Version 2.1, 02/25/Ol, Run Date 08/16/94, 13:20:12.

I q

<<r

"~ t'A'

(

~ +

~ r

~ Q

~

g 1

h'*

'I" II

WFM'INGHOUSE CALCULATIONSHEET TITLE BWANA'C.~cR9R'N CI2iS REER PLANS SEISMIC FRAGIL ALYSIS FACE PROIECT

'O. SY DATE RIFIED SY AOTP<708J CALC HO.

CSE49-944046 LE HO.

P-947I ROVF M8tSE<SE PURPOSE:

To obtain fragility data for plant components following the approach used by Diablo Canyon, Ref. 3, ia respoase to a request by AEP following NRC comments.

This information is required for the effort to demonstrate that the conservative fragility parameters given in Reference 8 have aot masked any dominant contributors or effected ranking for the D. C. Cook seismic IPEEE PRA evaluation.

SCOPE: The compoaeats reviewed are:

1.

Refueliag Water Storage Tank 2.

Auxiliary Piping Supports 3.

Screen House (Base Slab) 4.

Essential Service Water Pump 5.

4KV - 600V Transformer (Surrounded by Masonry Wali) 6.

Motor Control Centers 7.

PORV's Part 1

Part 2 Part 1 aad 2 have separate reference indexes.

METHODS: The previous fragilitycalculation for each component is reviewed and fragility parameters are developed following the methodology described in Rcf. 3, Sections 4 and 5, as appropriate.

Median factors used in the determination of the acceleration capacity are based on variabiTity of measured yield or ultimate strengths, reserve margins due to ductility, coasetvatistrPpn the design basis spectra in comparison to the uniform hazard spectra, modelling variabiTity based on analytical estimation of system frequency and loading, and modelling uncertainties with respect to soil/structure interaction.

The floor median spectral capacity is first determined, and then the corresponding free field value is obtained using a scaling factor.

ASSUMPTIONS:

l.

Design parameters used in the previous calculations are correct.

Further specific assumptions are cited in the following calculatioas.

2.

Failure modes ofprevious analysis are valid.

APPLICABILITY:Use of values is limited for use in the Probabilistic Risk Assessment Evaluations RESULTS: See page CONCLUSION: No significant difference has been found between the HCLPF values calculated following Reference 3 methods aad those previously reported.

OPEN ITEMS: Noae REV. IIO.

REV.DATE AImIOR DATE R'D, SY DATE vERIFIEO sY OATS SARIS DIFORMATIOHAS 4%$TIHOHOVSE FOR@I SQISH

WESTINGHOUSE CALCULATIONSHEET DONP '6:G~K a X )'UZ&AN'W~'oL.'PITS SEISMIC FRAGILITY YSIS X'D. Er DATE rAOE<~ 4P Mt+8~%

RED EY ~

gg DATE e AOTP<708J CAte, Ea CSE49-944046 tLE No.

P-947I ROVE M&SENSE AEP EQUIPMENT FRAGILITYDATASUdMARYFOR ALLCOMPONENTS EVALUATED COMPONENT Ac Br Bu 1.

Refueling Water Storage Tank Z.

AuxiliaryPiping Supports 3.

Screen House (Base Slab) 4.

Essential Service Water Pump 5.

4KV-600V Transformer~ )

6.

Motor Control Ccntcrs 7.

PORV's Item 1 Item 2 0.95 0.81 1.06 1.13 0.79 0.64 1.29 1.68 0.40 091 035 0.45 093 0.22 091 0.47 0.31 0.31 0.31 0.31 0.28 0.34 0.26 0.20 0.21 0.28 0.35 0.25 0.25 0.30 0.60 0.57 Am ~ Median Free Field Spectral Acceleration Cap. (g)

Ac ~ Free Field HCLPF Value (g)

SEV. NO.

EEV. DATE AUTNOE DATE K;D. SY DATE Vaurtro sr DATE 5AI4E tNFON4ATIONAS WESBNONOVSE FOSIT SSn)K

WESTINGHOUSE CALCULATIONSHEET DONALDC. COCK+SR AR'- 37/ER PLA"ZS SEISMIC FRAGILE ALYSIS 3

~e I

FROIECr AEP A

0 0

PIE'0. 4T RIFIED 4T DATE VE The y AOTP4708J CSEM-944046 P-947I ROVFMISEASE AEP EQUIPMENT FRAGILITY-PART 1 1.

Refueling Water Storage Tank 2.

Auxiluuy Piping Supports 3.

Screen House (Base Slab)

~ FS REY.DATE AVTTIOR SAME OIFORWATTOKAS WESTTKOKOVSE FORM SllISK DATE R'0. 4T DATE FVERlFIED 4T DATE

WESTINGHOUSE CALCULATIONSHEET FROIKCf DONALDC COOK NUCLMR~POVi~2 PLAllTS SEISMIC FRAGILITY ALYSIS R'D. 4Y DATE VK F/~>lr'"

s.o.

AOTP<708 J CALO. NO.

CSE49-944046 illsNO.

[AEP-947I ROVF M8')SENSE Fragility Data Summary Table, HCLPF Calculation Item: Refueling Water Storage Tank (Overturning), Item 52, per Ref.l Design/Analysis Reserve Margin Factors Median Factor of Safe Br Bu Bc Notes Spectra Ductility Material - Mean

- Median Modelling Soil/Structure Interaction Dynamic Increase Factor 1.100'.800 1.158 1 ~ 153 1.000 1.000 1.100 0.280

'0.140 0.000 0.000 0.000 0.000 0.100 0.092 0.158 0.000 0.280 0.172 0.092 0.158 0.000

[11

[21

[31

[41

[51 Pl Resultant [61 Median Free Field Spectral heeeterarioa Cap. (Z) 171 Free Field HCLPF Value (g) 2.51 0.95 0.40 0.31 l 0.21 0.38 Notes:

[11

'UHS factor from Westinghouse Calc. No. AEP450.

Adjustment to reflect the conservatism of thc DC Cook FSAR SSE ground Design Spectra w.r.t the LLNLUHS 10,000 year median spectral shape.

A factor of 1.0 is provided, but rcvicw of the spectra comparison plot provided in Ref. 3 for Calc. ¹ AEP449, indicates that Qe factor is conservative and a value of 1.1 can be determined.

3.1/2.7 for 6Hz. Br was provided in Ref. 9, by Rizzo Associates.

[21 Inelastic Energy Absorption Factor for the critical item, the.restraining steel straps.

Unlike anchor bolts, where a brittle mode of failure would be projected per page 5-7 of Ref. 3, the straps will provide a ductile mode of failure. This is a result of the flexible nature of the straps which have a two foot length exposed above the concrete.

Using the methodology ofSection 4.1.2.3, and a median ductility factor of2.0, at 5% damping, and 6Hz. frequency, AEP426, the factor based on values provided in Table 5.1, for the amplified acceleration region, on page 5-117 of Rcf.3 is approximately 1.8, with Br ~ 0.14 and Bu ~ 0.1.

P1 For the steel, a mean factor of 1.158 can be found in Table 1 of Ref. 4, with a COV of0.0923.

A median value of 1.151 is obtained, and a dynamic increase factor of 1.1 can be applied per Ref. 5, resulting in a median value of 1.2661.

Table I provides the mean value and thc COV. The log normal standard deviation equals

[SQRT(in(COV 2 + 1)) per eq. 3.3.35, page 266, of Ref. 12. The median value is

1. 158e(%.092" 2)/2) ~ 1.151.

REV.DATE AUTHOR DATE K'D. 4Y I

DATE RIFIKD 4Y DA SAME INFORMATIONAS '4%STINCHOUSK FORM 5RTISH

WESTINGHOUSE CALCULATIONSHEET

"/rer ~~DONALDC. COOK NUCLEAR POWER PLAiViS SEISMIC FRAGILE'YANALYSIS tAGE

~

tROIECT AEP AOTP-4708 J CSEW9-94~

D jCNI'0. RY EE NO.

P-947I OA'I P

RlhED EY M8ISEKSE p

DATE Fragility Data Summary Table, HCLPF Calculation Item: Refiieling Water Storage Tank (Overturning), Item 52, per Ref.l cont.

Notes

[4]

Variablity in modelling based on analytical model frequency estimates, Bu, is determined based on the different ground spectral "g" values obtained in Ref. 2 and Ref. 6.

Each reference determined an individual impulse mode narural frequency and then determined the corresponding ground spectral acceleration.

Employing equation 4-33 from Ref. 3, Bu = ln(0.363/0.31) ~ 0.158.

Ref. 2 determined that the frequency was 6.13 Hz, with g value of0.31, while Ref. 6 has 4.68 Hz. and 0.363 g, page b14.

Other factors derived in Section 4.1.3.1, Ref. 3, based on the complexity of structures are not employed for this simple structure.

[5]

Rizzo, Ref.~.

[6]

Resultant equals the product of the median values.

[7]

The median free field spectral acceleration capacity is obtained by dividing the seismic design capacity by the required design ground spectral accelerction, times the ground ZPA value, times thc resultant median margin g from page Ref. 2, page 5. This value equals maximum capacity from Ref. 2 The required design ground spectral acceleration, based on the tank impulse frequency and cocf5cient of damping is 0.31g, from the same reference.

The ground ZPA value is 0.2g.

Conservatism in the stress limit is removed by dividing by 0.9; a stress limitof 0.9Sy is applied for the straps on page 16 of Ref. 2. The seismic design capacity divided by the required design ground spectral acceleration, times the ground ZPA value, divided by 0.9 = 1.55(0.34g)(0.2g)/[(0.31g)(0.9)] =

0.3778 g.

REV.DATE AIIIOR DATE II'D. SY DATE RlhED EY 0*TE SAlls INSORSIATION AS WESllNONOVSE FORJ4 55515H

WESTINGHOUSE CALCULATIONSKEET Tttt.E ~~a%'a".~" C. COOK NUCLEAR POWER PLANTS SEISMIC FRAGILITY ALYSIS

'FADE y OF FROIECT AEP DA R'D. SY DATE RIFLED Y gJ DATE AOTP<708J CALC, HO.

CSE49-944046 EE HO.

P-947I ROVF M8rSE-CSE Fragility Data Summary Table, HCLPF Calculation Item: Auxiliary Piping Supports [8l Design/Analysis Reserve Margin Factors Median Factor of Safe Br Bu Bc Notes Spectra Ductility Material - Mean

- Median Modelling Soil/Structure Interaction Dynamic Increase Factor &Margin to Stress Limit 1.300 1.460 1 ~ 158 1.153 1.300 1.300 1.100 0.280 0.140 0.000 0.000 0.000 0.000 0.100 0.092 0.131 0.200 0.280 0.172 0.092 0.131 0.200

[II Pl Pl (4I i51 Pl Resultant [6]

Mediaa Free Field Spectral Acceleratioa Capacity (g) I71 Floor HCLPF Value (g) 4.07 0.81 0.31 0.31 0.28 0.42 Notes:

(Il UHS factor from Westinghouse Calc. No. AEP449.

Adjustment to reflect thc conservatism of

. the DC Cook FSAR SSE ground Desiga Spectra w.r.t the LLNLUHS 10,000 year median spectral shape.

A factor of 1.3 is provided on page 3. Br is provided in Ref. 9.

Ss The inelastic Energy Absorption Factor is determined considering the combined ductility of the pipiag and support system.

Assuming a buckling failure mode for thc support, a hysterctic effect willbe considered, resulting from the directioaal behavior for this mode of failure. Using the methodology ofSectioa 4.1.2.3, Ref. 3, aad a median ductility factor of2.0 at 5% damping, the factor based oa values provided in Table 5.1 oa page 5-117 of Ref.3 is 1.767, with Br ~ 0.14 and Bu = 0.1, for the amplified acceleration region.

Section 4.1.2.5 of Ref. 3 gives the formula F/a = 1 + CD(F/a' 1) for use in consideration ofthe hysteretic effect using the Riddell-Newmark approach.

CD = 0.6, similar to Rcf. 3, and F/a' 1.767, resultiag in F/a ~ 1.46.

Pl The material factor is based on yield streagth aad aot the elastic modulus, although the buckliag mode of failure is considered.

This results from thc consideratioa that thc piping/support system willnot fail with local support buckling and yielding willoccur within the piping or through load redistribution. For the steel, a mean factor of 1.158 caa be found ia Table 1 ofRef. 4, with a COV of 0.0923.

A median value of 1.151 is obtained, aad a dynamic increase factor of 1.1 can be applied pcr Ref. 5, resulting in a median value of 1.2661.

SA-36 is considered.

Table 1 provides the mean value aad the COV. The log aormal standard deviation equals

[SQRT(in(COV 2 + 1)l per eq. 3.3.35, page 266, of Ref. 12. Thc mediaa value is 1.158e(N.092 2)/2) ~ 1.151.

REV.DATE AVTIIOR DATE R'D. SY DATE RIFIED SY SAME IHFORMAllcHAs 4%$IIHOHOVSE FORM Inl>H

WESTINGHOUSE CALCULATIONSHEET TTTT.E DOi~~Z. ~os'iQJCLEAR POWER PLANTS SEISMIC FRAGILITY ALYSIS FACE P

OF FROIECr s.a AOTP4708I A'ia CSE49-94-0046 A

X'O. SY 4a NO.

P-947I OATE pRIFIEOFF Fj g OA'I MgtSENSE Fragility Data Summary Table, HCLPF Calculation Item: Auxiliary Piping Supports Notes:

[4]

The modelling factor is based on damping.

Rcf. 7 indicates that 1/2 % damping is conservatively used for analysis, where 5 % damping is approptT'ate, considering that the ductility factor is based on 5 % damping.

A factor of 1.3 is applied as indicated in the reference.

Modelling uncertainty variability is based on damping, per Ref. 7, conservatively considering two standard deviations.

Two standard deviations are conservative since per Ref. 3, page 5-25, 1.33 standard deviations has been found between 3 and 5 % damping.

[5]

Rizzo, Ref. 9.

[6]

Resultant equals the product of the median values.

[7]

The median free filed spectral acceleration capacity is equal to the free filed seismic design capacity times the resultant median margin factor. The,Median free fiel spectral acceleration capacity is 0.2000 g.

[8]

The support may be designed to buckle at thc SSE Level of0.2g, and not at 2/3 of the critical buckling load.

As a result, this willbc considered as the support mode of failure. Anchors or embedments are assumed to have a margin of safety of between 2 and 3. Connections are as strong as or have morc strength than structural systems subject to local buckling. The piping system as a whole willnot fail when local support buckling occurs, permitting load redistribution and yielding of the system, and the consideration ofductility effects.

Hysteretic effects are considered as a result ofthc directional behavior of the buckling mode of failure.

[9]

The dynamic increase factor is not appliable for buckling failure, but is included based on the fact that the piping willnot fail and thc load willredistribute to other supports.

REV.DATE AOTTIOR OATE (E'O. SY OATE RlfiEO EY OATE SAME iNFORMATiONAS WESTINOkOVSE FORM isil)N

WESTINGHOUSE CALCULATIONSHEET

~RolECT DONALDC. COOKRKcMFcrt PAVER PLANTS SEISMIC FRAGILIT ALYSIS E'D. ET

~war s DATE VERlFlED 4T s.o.

AOTP<708J CSE~-944046 P-947I ROVF MISEASE Fragility Data Summary Table, HCLPF Calculation Item: Screen House - Examine thc Base Slab which has the lowest previous HCLPF.

Design/Analysis Reserve Margin Factors Median Factor of Safe Br Bu Bc Notes Spectra Ductility Material - Mean

- Median Modelling SoiUStructure Interaction 1300 1.460 1.290 1.284 1.150 1270 0.000 0.000 0.180 0.270 0.280 0.000

0. 140

'.100 0.000 0.095 4

0.280 0.172 0.095 0.180 0.270

[1)

[2)

Pl

[4)

[5)

Resultant [6)

Mediaa Free Field Spectral Acceleralioa Capacity (g) 17I Floor HCLPF Value (g) 4.43 1.06 0.35 0.31 0.35) 0.47 Notes:

[ll

[2)

UHS factor from Westinghouse Caic.* No. AEPM9. Adjustment to reflect the conservatism of the DC Cook FSAR SSE ground Design Spectra w.r.t the LLNLUHS 10,000 year median spectral shape.

A factor of 1.5 is provided on page 3. Br is provided in Ref. 9.

~ FS The inelastic Energy Absorption Factor is determined considering the combined ductility of the piping and support system.

To reflect ductility in reinforced concrete, hysteretic cffccts must be considered.

Using the methodology of Section 4.1.2.3, Ref. 3, and a median ductility factor of 2.0 at 5% damping, the factor based on values provided in Table 5.1 on page 5-117 of Ref.3 is 1.767, with Br ~ 0.14 and Bu ~ 0.1, for the amplified acceleration region. Section 4.1.2.5 of Ref. 3 gives the formula Fp = I + CD(Fp'

[) for use in consideration of the hystcrctic effect using the Riddell-Newmark approach.

CD ~ 0.6, similar to Ref. 3, and Fla' 1.767, resulting in Fp ~ 1A6.

[3)

Ref. 3, Section 4.1.1.1, page 4-8, provides an average value for strength increase due to aging and batch strength.

Table 4-1 provides values for fc ~ 3000 psi, but not for 3500 psi, per Ref. 15. As a result, the value for 3000 psi willbe used.

Note that on page 4-10 of Rcf. 3, it is stated that the strength may increase for the rate of loading at seismic response frequency, however the increase factor is cancelled by the in-place strength reduction factor. This in-place strength reduction factor is based on the differenc in strength between in place concrete and the test cylinder concrete.

Table 4-1 provides the mean value and the COV. The log normal standard deviation equals

[SQRT(ln(COV 2 + 1)] per eq. 3.3.35, page 266, of Ref. 12. The median value is 1.29e(%.095 2)/2) ~ 1.28 REV. KO.

REV. DATE AVTTlOR DATE E'D. 4T DATE RlrlED ET SAhlE lKFORarATTOV AS 4%STTKOKOVSE Fcaal

$$llSK

WESTINGHOUSE CALCULATIONSHEET Tr're~ ~

~~NALDC. COOK NUCLEA'RNw7rr;~i~a iS SEISMIC FRAGILIT ALYSIS OF FROIECT s.a AOTPC708J CALC, NO.

CSE49-944046 R'D. SY i,e NO.

P-947I DATE Rl ED Y

ROOF M/JtSEKSE DATE I 3

R Fragility Data Summary Table, HCLPF Calculation Item: Screen House - Base Slab Notes:

[41 Variablity in modelling, Bu, is based on analytical model frequency variability and determined based on methods defined in Section 4.1.3 of Rcf. 3.

Base slab frequencies are not determined in the calculation.

Reviewing the response spectra, Ref. 9, the frequency corresponding to the peak acceleration, considering broadening, is 2.5 Hz. Thc frequency for onc standard deviation is 2.5exp(0.25) = 3.2. The corresponding ground spectral acceleration is obtained from Ref. 10.

Employing equation 4-33 from Ref. 3 to determine the variability based on model frequencies, Bu =

ln(0.30/0.27) = 0.105.

Considering a 5 % nonwxceedance frequency of2.5exp(1.65(0.25)),= 3.78, with a corresponding maximum g value for thc frequency range of0.315g, variabiTity Buf =

In(0.315/0.27)/1.65 ~ 0.10, Considering a Bu ~ 0.10 for mode shape variability, the combined Bu

~ SRSS(0.105, 0.10) = 0.145.

Additional conservatism exits in the modelling and stress evaluation (strength).

"Failure" ofthc baso slab as defined in the evaluation performed in Ref. 11 is local shear failure under a pile. The structure is redundant and therefore load redistribution can occur.

Further it has been recognized that additional capacity exists in shear walls. Similarly the base slab willalso have inherent capacity.

Reasonable factors to reflect these additional conservatisms are as follows:

Redundancy 1.1 with Bu ~ 0.05 Shear Strength 1.05 with Bu = 0.10 Therefore the combined factor is 1.15 with a Bu = SRSS( 0.145, 0.05,,0.10) = 0.18.

[5]

Rizzo, Ref. 13.

[6]

Resultant equals the product ofthe median values.

[7]

The median free field spectral acceleration capacity is equal to the free field seismic design'capacity times the resultant median margin factor. The free field seismic design capacity is 0.2400 g from Rcf. 11. This value equals maximum capacity from Ref. 11, page 20, divided by the ZPA value to determine margin. This is multiplied by the ZPA value to determine the free field seismic design capacity.

RRY.DATE AVTKOR DATE R'D. SY DATE R1FIED 'RY DATE SAME 1NFORMATIONAS 1vSSTTNOKOVSE FORM 5nlSK

WESTINGHOUSE CALCULATIONSHEET TITLE~ ~'iK'f~~. COOK NUCLEAR POWER t't.oui tY SEISMIC FRAGILIT ANALYSIS P

FADE Of lo FROIEcr AOTPP708J CSE49-944046 A

CHR'D. EY LE IIO.

P-947I DATE RIhED bYr ROVF M8ISENSE

~h

REFERENCES:

1. Westinghouse Elec. Corp. Calc. PAEP425, Aux. Building Equipment Fragility, forthe Donald C. Cook Nuclear Power Plants, Rcv. 0, Dec. 1991.

2. Westinghouse Elec. Corp. Calc. //AEP426, Seismic Margin for Various Components - RWST/CWST, for the Donald C. Cook Nuclear Power Plants, Rev. 0, Nov. 1991.

3. Report No. 1643.02, Seismic FragiTities ofCivilStructures and Equipment Components at the Diablo Canyon Power Plant, NTS Engineering, September 1988, Long Beach CA, QA Report No.

34001.01-R014, Rcv. 0.

4. ASME Conference-Prcssure Vessel and Piping Technology Conference-A Decade of Progress, L. Greimann and F. Fanous,"Reliability of Containments Under Over Prcssure,"

1985

5. R.S. Orr, "Commentary on Code Requirements for Nuclear Safety Related Concrete Structures (ACI349-85)," ACI Committee 349.

6. Stevens and Assoc.s, "Earthquake Analysis ofD.C. Cook Nuclear Power Plant Refueling Water Storage Tank Subjected to Nozzle Loadings to Original and Current Design Criteria, Rev. 0, 09/12/89.

7. Westinghouse Elec. Corp. Calc. // AEP407, "Piping Supports Fragility Analysis," for the Donald C. Cook Nuclear Power Plants, Rev. 0, Oct. 1990.

FS

8. "Seismic Fragility Assessment, Donald C. Cook Nuclear Plants, Rev. 1, March 1993.

9. Paul C. Rizzo Assoc. Inc. Letter, Seismic Hazard Analysis, Donald C. Cook Nuclear Plant, Bridgman Mich.,"

Project No. 93-1326, Dated August 12th, 1994.

9. AEP Letter No. AEP-2097, "Floor Response Curves for EL591'f Turbine Building dt Screenhouse, March 23, 1971.

10. Westinghouse Leaer No. GFZ-1051, AEP/AMP Project, Seismic Design Memo, March 9, 1971.

11. Westinghouse Elec. Corp. Calc. f AEP419, Screen House Fragility Analysis, for the Donald C. Cook Nuclear Power Plants, Rcv. 0, Nov. 1990.

12. J.R. Benjamin, C.A. Cornell, Probability, Statistics, and Decision for Civil Engineers, McGraw Hill, New York, NY, 1970.

(9. S~~

Asctst Ws~p> @is// Vd/ggd >>

/4 C~~>y

~ ~<'~~~

Yl>JIF'/~ oIoolo 8 L&1TSA Io/Io. Iqg, AIITHOR I

DATE CHR'D. bY DATE RlhED EY DA SAlAEINFO~'TIOHAS 4%$AHOHOOSE FORl4 IITISH

WESTINGHOUSE CALCULATIONSHEET Trrd ~

~ LiQNicz.5 C:7'OOK HiJCLEAR POWER PLANTS SEISMIC FRAGILITY ALYSIS thOS

](

OF tROIECf AOTP4708I h'SE49-944046 E'O. EY P-947I OhTE RlFIED bY M fI hTE u.4

~

ROUF MISEASE AEP EQUIPMENT FRAGILITY-PART 2 4.

Essential Service Water Pump 5.

4KV-600V Transformer (Surrounded by Masonry WaH) 6.

Motor Control Centers 7.

PORV's its REV. No.

REV.OhTE hVTTtOR OhTE CHX'O. bY OhTE RrtrEO bY OATS

TmE BOiitiP3 ~C.-G'3l=a. i~.- iCMAR PF ~~VIS SEISMIC FRAGILITYANALYSIS

<<AGE =

IP OF PROJECT AEP

0 AOTP-4708 J AUTHOR d'ALC.

MO.

CSE49-944046 DATE

<<$ '7<<

CHK'D SY FILE NO.

AEP-947I DATE VERiFKD SY GROUP MSE-CSE DATE AEP EQUIPMENT FRAGILITY ESSENTZAL SERVICE WATER PUMPS (ESWP)

As noted in Section 4;54 of Reference 1; the ESW pump is mounted on the 591'evel of the AEP Screenhouse.

According to information provided in References 2 and 3 the pump housing is also supported 27i 6U below the motor support.

The pump assembly has a frequency of 2.25 Hz.

The applicable spectral acceleration (Ref.

4) at a frequency of 2.25 Hz and 5% damping for the 591'evel is 0.82g with a floor ZPA of 0.20g.

The corresponding free field ZPA acceleration is 0'.20g.

The analysis tabulated below defines the spectral HCLPF value at the mounting location of the:

pumps.

Now the HCLPF values reported in Reference 1 correspond to the plant free field ZPA values.

Since the floor level is above the building base, the HCLPF value must be lowered; the spectral values must be scaled to represent the free field ZPA value.

This factor is calculated in two stages:

in the first the spectral value is scaled to be representative of the floor ZPA; and in the second, the floor ZPA is scaled'o be representative of the free field acceleration.

This factor is given for the ESW pump as (0.20/0.82)*(0.2/0.20) and is equal to 0.24.

This factor is deterministic since two other y'arameters, spectral effects and modeling effects, already take into account the variability of the earthquake and.building dynamic characteristics.

HARGIN SPECTRA HATERZAL DUCTILITY MODELING SSI P

median 1.3

1. 09 1.77 1.0 1.3 0.28

0. 14 0.11 0.10 0.0 0.20 0.28 0.11 0.17 0.0 0.20 Ref erence/ (NOTES)

AEP-050

& RiZZO(4)

Ref.

6, (1)

(2)

(3)

RIZZO (4)

Resultant 3.26 0.31 0.25 0.40 median values REV. ilO.

REV. DATE AUTO R DATE CBX'D RY DATE VERiFiED SY DATE

nnz DONALD C. CQOKMlCL~~PL~S SEISMIC FRAGIUTYANALYSIS fAGE Of

~ ~i I p tROJECT AEP AOTP-4708 J AIITHOR CALC. NO.

CSE49.;94-0046 DATE

-Z3 f CHK'D SY fLENO.

AEP-9471 DATE VERDTED SY DSTE

~/ig GROUP MSE-CSE AEP EQUIPMENT FRAGILITY ESSENTIAL SERVICE WATER PUMPS (ESWP)cont.

Values above are applicable to ESW pump. located at the 591', level of the screen house (Ref.4)

The floor median spectral acceleration capa'city seismic design capacity (Ref.

2) times median margin factor

= 1,.45g*3.26

= 4.7g The HCLPF floor value is HCLPF(floor) 4.7g*e(-1.65*(0.31

+ 0.25))

~ 1.87g The free field median spectral acceleration capacity

= 4.7g*0.24 1.13g For free field, the HCLPF value is 0.24* HCLPF(floor)

~ 0.24*1.87g

~ 0.45g HCLPF(free field)

NOTES AS<

The yield strengths of steel materials vary randomly; Table 1 (Steel Yield Strength Characteristics) of Reference 6

shows the mean and coefficient of variability (COV) for various steels.

The COV is define as the ratio of the standard deviation divided by the mean value.

After reviewing the data on Table 1 of Reference 6 it was determined that reasonable values for these, parameters, mean and standard deviation, are 1.1 and 0.11 respectively The material is defined in terms of the mean value and has been converted to median value using a relationship descr'bed in Equation 2.4.of Reference 1

F'

1. 1*e (-0 11zi2)

~ 1 09 REV. NO.

REV. DATE AUTHOR DATE CRC'D SY DATE DATE

TTTLE

'ONALDC. COOK NIJCI~R PLANTS SEISMIC FRAGILITYANALYSIS PACE PRO/ECT AEP AllTHOR DATE

'I-zs-ty'lOC'D EY DATE

~ibJ~F AOTP-4708 J CALC. NO.

CSE49-944046 FEE NO.

AEP-947I CROUP MSE-CSE AEP EQUIPMENT FRAGILITY ESSENTIAL SERVICE WATER PUMPS (ESWP) cont.

2.

3.

As noted above the pump is supported (References 2 and 3) at the'ottom of upper housing and 'at one 'point near the bottom of the pump housing.

A review of the analysis indicates that the pump housing sections are subject to the highest stresses and as a result the pump can be expected exhibit significant ductility For the purpose of this evaluation, it is assumed that the pump structure has a median ductility of 2.0.

From the data reported in Section 4.54 of Reference 1, it is clear that the equipment is flexible and damping has an effect on the response; a value of 5% is considered to be reasonable.

TABLE 5-1 of Reference 5 is used to define the ductility margin factors used in the fragility analysis'.

The variability in modeling lies primarily in the ability of the analytical model to estimate system frequencies.

Fo' this evaluation the median factor is taken equal to 1 since the models are considered adequate.

This evaluation follows the approach set forth in Re5erence 5 and is used to define variability. In this approach equation 4-33 of Reference 5

is used to estimate P; the value for modeling can be calculated as follows:

P ln(spectral acceleration.

at 85% exceedence probability frequency/spectra acceleration at median frequency).

The estimated median frequency was taken as 2.25 Hz; the system frequency has been defined in Section 4.54 of Reference 1.

The 85% exceedence frequency has been calculate following the suggestion given on page 4-52 of Reference 5.

The 85% exceedence frequency, f> is given by 2.25*e~~

1.8 Hz REV. NO.

REV. DATE AVTHOR DATE CHK'D RY DATK VEROTED bY DATE

Tms DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PAGE OF IS',q PROJ ECY AEP AOTP4708J AUTNOR CALC. HO.

CSE-09.-944046 DATE

-z~-f CNK'D SY AEP-947I DATE YBUHED SY DATE

>/es GROUP MSE-CSE AEP EQUIPMENT FRAGILITY ESSENTIAL SERVICE WATER PUMPS (ESWP) cont.

Note 3 cont.

Reviewing the floor response spectra given in Reference 4

for 5% damping, it is clear that frequency shifts in this range can only result in lower seismic levels.

From this it is clear that P can be set to zero and f = 2.25 HZ RRS

~

0.82g f>

1.8 Hz RRS

~ 0.55g 0.

4 The p, values used were provided by RIZZO Associates, Reference 14.

The median UHS factor is obtained from Reference 12: This factor reflects the conservatism of the Donald C.

Cook FSAR SSE ground design spectra with respect to the LLNL UHS 10-,000 year median spectral shape.

REY. HO.

REY. DATE AUtBOR DATE DATE VBUBED RY DATE

mLE DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PROj ECT AEP S.O AOTP<708J AWHOR CALC. NO.

CSE49-944046 DATE f-z,3-CNY;D SY PER EO.

AEP-947I DATE VBUPKDSY DATE

</z g

CROUP MSE-CSE AEP EQUIPMENT FRAGILITY 4KV - 600v TRANSFORMER SURROUNDED BY MASONRY WALL INTRODUCTION The TRANSFORMER is located at the 609'6" level of the Auxiliary building (Ref. 8).

Donald C.

Cook drawing 1-4034-22 shows the location of this wall which is, built up of 12" blocks and has a

fire rating of 4 hours4.62963e-5 days <br />0.00111 hours <br />6.613757e-6 weeks <br />1.522e-6 months <br />.

This wall extends horizontally 12'erpendicular to a wall enclosing the room and has a height of 15.3'.

The wall is designed to serve as an enclosure for the adjacent transformer.

The concern exists (Section 4.51 of Ref.

1) that the wall could fail during a seismic event and prevent the transformer from performing it safety related function (Ref.

7).

Reference 9 contains details related to the seismic design of the wall. The wall was assembled using DUR-0-WAL reinforcement.

The bending frequency of the wall acting as a

horizontal one way beam with fixed ends is 20 Hz (Ref. 9).

Since the base of the wall is above the Auxiliary Building base, the HCLPF value must be lowered:

the spectral values must be scaled to represent the free field ZPA value.'his factor is done in two stages: first the spectral value is scaled to be representative of the floor ZPA; and second, the floor ZPA is.

scaled to be representative of the free field acceleration.

This factor (based on 2% spectral damping) is (0.22/0.24)*(0.2/0.22),

and is equal to 0.83.

This factor is treated as deterministic since two other parameters, spectral effects and modeling

effects, already take into'ccount the variability of the earthquake and building dynamic characteristics.

REV. tlO.

REV. DATE AUTHOR DATE CRY'D SY DATE VBUFKDSY DATE

TTnE DOJ4AI.P,.C. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS t7 PROJECT'EP S.O AOTP<708J AUTHOR CALC. HO.

CSE49-944046 DATE

-z~-$

CHK D bY FllE HO.

AEP-947I DATE VERTFTEDbY, DATE 9j>~

CROUP MSE-CSE AEP EQUIPMENT FRAGILITY 4KV - 600v TRANSFORMER SURROUNDED BY MASONRY WALL cont.

BASIC WALL STRENGTH Reference 9 describes the modifications made by AEP to strengthen the masonry wall next to the 4KV transformer.

The change involved the addition of a WF14x30 column at the free end of the existing masonry wall.

This edge serves as a support for the wall.

The column is then bolted to the building structure at the floor and ceiling levels.

The other vertical edge is supportedby an existing Auxiliary Building wall.

For the purpose of this evaluation, it will be conservatively assumed that the wall behaves as a horizontal beam (the DUR-0-WAL lies 'in a horizontal plane).

Since no information is provided on the size of reinforcement used, itbwill be conservatively assumed that the wire is No.

9 and that the vertical spacing is 16 inches.

The ultimate bending strength for the DUR-0-WAL is given in Table 15 of Reference 11 is 9053 in-lb/ft of wall height.

The wall weighs 90 pcf or 90 lb/ft~ of loaded surface.

It is assumed further that the interfaces between the masonry wall and the existing wall and between the masonry wall and the steel column can transfer some edge moment thus reducing the peak beam moment value by 20 percent.

Considering a 12" height of wall with a span of 12'nd partially restrained vertical edges, the maximum moment is M ~

[O*W*L/8] *0.8

~ [0.'*7.5*144 /8] *0.8 e*15552 in-lb/ft where a defines the design g level used.

e design seismic capacity

= 9053/15552 0.58g REV. HO.

REV. DATE AUTHOR DATE CHK'D bY DATE VERDTED bY DATE

PROJECt AEP AIJTNOR DATE TrtLE DONALDC. COOK NUCLEAR PLANTS

~ SHSMIC FRAGILITYANALYSIS CNJCD SY DATE Is~ SY ghDATE VA S.O AOTPR708J CALC NO.

CSE49-944046 PILE NO.

AEP-947I GROIJP MSE-CSE AEP EQUIPMENT FRAGILITY 4KV - 600v TRANSFORMER SURROUNDED BY MASONRY WALL cont.

FRAGILITY PAI&METERS HARGXN SPECTRA HATERXAL DUCTXLXTY HODELXNG SSX F

median 1.09 1.05 1.0 1.3 0.2&

0.02 0.13 0.01 0.08 0.20 0.28 0.13 0.02 0.08 0.20 ReferenceJt'(NOTES)

AEP-050

& RiZZO(4)

Ref. 6, (1)

(2)

(3)

Rxzzo (4)

Resultant

1. 64 0.28 0.25 0.38 median values Values above are applicable to masonry wall at 609'6" level The floor median spectral acceleration capacity seismic design capacity times median margin fact'Br 0.58g*1.64

= 0.95g The HCLPF floor value is HCLPF(floor) 0.95g*e(-1.65*(0.28

+ 0.25) )

0.40g The free'field median spectral acceleration capacity 0.95g* 0.83 0.79g For free field, the HCLPF value is HCLPF(free field) 0.83*HCLPF(floor) 0.83+0.40g 0.33g REV. NO, REV. DATE AImIOR DATE CNJC'D SY DATE VERDTED SY DATE

TITLE DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PAGE OF PROlECP AEP AUTHOR DATE

'I-zJ 8 CHK'D BY DATE VBUFKDBY DATE

0 AOTP-4708 J CALC. NO.

CSE-09-944046 PTLE NO.

AEP-947I GROUP MSE-CSE AEP EQUXPMENT FRAGILITY 4KV - 600v TRANSFORMER SURROUNDED BY MASONRY WALL cont.

NOTES For the DUR WAL material, the nominal yield strength is 70000 psi (Attachment B of Reference 9 and Reference 11) and in this case, the controlling factor is steel yield.

Now Table 1 (Steel Yield Strength Characteristics) of Reference 6 shows the mean and coefficient of variability (COV) for various steels.

The COV is defined as the ratio of the standard deviation divided by the mean value.

After reviewing the data on Table 1 of Reference 6 it was determined that reasonable values for these parameters mean and standard deviation (for a high strength material),

are 1.1 and 0.13 respectively.

The material is defined in terms of the mean value and has been converted to median value using a relationship described in Equation 2.4 of Reference 1

2.

F'~ 1.1*e(-0.13 /2)

~ 1.09 The main source of ductility in the masonry wall during bending arises from the ductility of the DUR-0-WAL steel and its bond to the-masonry.

For the purpose of this evaluation, it is assumed that the connection, median ductility is 1.5.

Due to the high calculated frequency for the wall, it is assumed that damping effects will not effect ductility.

TABLE 5-1 of Reference 5 is used to define the ductility margin factors used in the fragility analysis.

REV. NO.

REV. DATE AtlFHOR DATE CHK'D BY DATE VEUFKD BY DATE

TlTLE DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS FACE OF PROJEC!'EP S.O AOTPQ708J AVl'NOR DATE JkZi~ 5 43'J'f CALC. HO.

CSE49-94-0046 CHK'D BY flLEHO.

AEP-947I DATE VKRjHEDBY gATE

'As ~

GROUF MSE-CSE AEP EQUIPMENT FRAGILITY 4KV - 600v TRANSFORMER SURROUNDED BY MASONRY WALL cont.

3.

The variability in modeling lies primarily in the ability of the'nalytical model to estimate system frequencies.

For this evaluation the median factor is taken equal to 1 since the models are adequate.

This evaluation follows the approach set forth in Reference 5 and is used to define variability. In this approach equation 4-33 of Reference 5

is used to estimate P; the value for modeling can be calculated as follows:

P ln(spectral acceleration.

at 85% exceedence probability frequency/spectra acceleration at median frequency).

The estimated median frequency was taken as 20 Hz; the system frequency has been defined in Section 4.51 of Reference 1.

The 85% exceedence frequency has been calculated following the suggestion given on page 4-52 of Reference 5.

The 85% exceedance frequency, f> is given by

~l0 20+e~~

15.6 Hz Using the floor response given in Reference 9 and 2%

damping, we have f ~ 20 HZ RRS

~

0.24g f> ~ 15.6Hz RRS

~ 0.26g and p

ln(0.26/0.24) 0.08 The IIII, values used were provided by RIZZO Associates, Reference 14.

The median UHS factor is obtained from Reference 12: This factor reflects the conservatism of the Donald C.

Cook FSAR SSE ground design spectra with respect to the LLNL UHS 10,000 year median spectral shape.

REV. HO.

REV. DATE AUTHOR DATE CHK'D BY DATE VKRLBEDBY DATE

, T ~

J3>NÃL) C. r.'.OOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS

'2 J

~q PRO> ECT AEP

$.0 AOTP<708J AUTHOR CALC. HO.

CSE49-94-0046 DATE CHR'D BY FlLE HO.

AEP-947I DATE VGUFKD BY DATE

.J-f/~ t GROUP MSE-CSE AEP EQUIPMENT FRAGlLETY MOTOR CONTROL CENTERS As noted in Section 4.20 of Reference 1,

some of the MCC equipment mounted on the 587'Hallway and the Emergency Diesel Generator rooms in the AEP Auxiliary Building had floor mounting details which could limit the seismic load capacity of the MCC assembly to a value less than the capacity for a cabinet installed using stahdard mounting techniques.

For some of these units the rear of the cabinet was fillet welded to a plate embedded in the floor.

The connection was made by installing shim plates under the corner of the cabinet and fillet welding the rear edge of the shim to the.cabinet and the front edge of the shim to the embedded steel.

Because of this arrangement it was necessary for the rear corner of cabinet to liftoff from the floor before the shim could develop a significant amount of resistance to the seismically induced overturning moment.

The equipment assembly has a frequency of 7.5 Hz.

The applicable spectral acceleration at 7.5 Hz and 5% damping for the 587'evel is 0.27g with a floor ZPA of 0.20g.

The corresponding free field ZPA acceleration is 0.20g.

The araalysis below defines the spectral HCLPF value at the mounting location of the switchgear.

Now the HCLPF values reported in Reference 1 correspond to the plant free field ZPA values.

Since the floor level is above the Auxiliary Building base, the HCLPF value must be lowered; the spectral values must be scaled to r present the free field ZPA value.

This factor is developed in two stages: first the spectral value is scaled to be representative of the floor ZPA; and second, the floor ZPA is scaled to be representative of the free field acceleration.

This factor is given for the switchgear mounting as (0.20/0.27)*(0.2/0.2),

and is equal to 0.74.

This factor is deterministic since two other. parameters, spectral effects and modeling effects, already take into account the variability of the earthquake and building dynamic characteristics.

REV. HO.

REV. DATE AUTHOR DATE CHK'D BY DATE VBUFKDBY DATE

Trna DONALDC. COOK NUCLEAR PLANTS SHSMIC FRAGILITYANALYSIS PAGE OF PROJEC!'EP

$.0 AOTP-4708 J AllTHOR CAJC. NO.

CSE-09-944046 DATE CHK'D bY ALENO.

AEP-947I DATE VERJFJED bY PATE

~J>z GROUP MSE-CSE AEP EQUIPMENT FRAGILITY MOTOR CONTROL CENTERS cont.

FRAGILITY PAI&METERS HARGZN SPECTRA HATERZAL DUCTZLZTY MODELZNG SSZ P

median 1.3 1.16.

2.23 1.0 1.3 0.28

0. 19

~

0

0. 09 O.I.2.

0.17 0.20 0.28 0.09 0.22 0.17 0.20 Reference/(NOTES)

AEP-050

& RiKZO(4)

Ref. 6, (1)

(2)

(3)

RZKZO (4)

Resultant 4.37

'.34 0.30 0.42 median values Values above are applicable to MCC units at the 587'evel of the hallway and the Emergency Diesel Generator room in the Auxiliary Building.

~ J~

The floor median spectral acceleration capacity seismic design capacity (Ref.

1) times median margin factor 0.20g*4.37 0.87g The HCLPF floor value is HCLPF(floor)

'0.87g*e(-1.65*(0.34

+ 0.30))

0.30g The free field median spectral acceleration capacity 0.87g*0.74

~ 0.64g For free field, the HCLPF value is HCLPF(free field)

= 0.74* HCLPF(floor) 0.74*0.30g

= 0.22g REV. NO.

REV. DATE AUPHOR DATE CHK'D RY DATE VERJFJED bY DATE

PROIECT AEP AVTIIOR DATE

-rx-fv DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILCf'YANALYSIS CW'D SY DATE PAOE Of VBUHED SY DATE

>i@/s S.O AOTPR708J CALC. HO.

CSE49-944046 AEP-947I CROUP MSE-CSE AEP EQUIPMENT FRAGILITY MOTOR CONTROL CENTERS cont.

NOTES 2.

The yield strengths of steel materials vary randomly; Table 1 (Steel Yield Strength Characteristics) of Reference 6

shows the mean and coefficient of variability (COV) for various steels.

For the mounting condition discussed

above, the yield strength of the shim material is the significant parameter; for this evaluation the material has been assumed to be simulate to A36 material.

The COV is defined as the ratio of the standard deviation divided by the mean value.

After reviewing the data on Table 1 of Reference 6 it was determined that reasonable values for these parameters, mean and standard deviation, are 1.16 and 0.09 respectively The material is defined in terms of the mean value and has been converted to median value using a relationship described in Equation 2.4 of Reference 1.

F'.16*e(-0.09~/2)

= 1.16 Sheets 133 to 139 and 332 to 335 of Appendix C of Reference 7 describe the mounting details used on this equipment.

The connection was made by installing shim plates under the rear edge of the cabinet and fillet welding the rear edge of the shim to the cabinet and the front edge of the shim to'the embedded steel.

Because of this arrangement, it was necessary for the rear corner of cabinet to liftoff from the floor before the welded on shim could develop a

significant amount of resistance to the seismically induced overturning moment.

As part of this change the shim must undergo a significant amount of inelastic deformation before reaching a stable condition with the primary loading of the shim being tension.

In this case ductility is not used to absorb energy but rather to permit the assembly to develop a

stable equilibrium position.

Since the shims are made from low strength steel, such as A36, this analysis will assume that the connection median ductility is 3 with a damping REV. IIO.

REV. DATE AVIATOR DATE CHK'D RY DATE VUUPIED SY DATE

PROJECT AEP AllTHOR DATE CHK'D BY DATE

-zs-0 nnz" DONALD C. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS VBUFKDBY PATE 9/u S.O AOTPP708J CSE-09-944046 ALENO.

AEP-947I GROUP MSE-CSE AEP EQUIPMENT FRAGILITY MOTOR CONTROL CENTERS cont.

Note 2 cont.

~

II value of 5%.

TABLE 5-1 of Reference 5 is used to define the ductility margin factors used, in the fragility analysis..

3.

The variability in modeling lies primarily in the ability of the analytical model to estimate system frequencies.

For this evaluation the median factor is taken equal to 1 since the models are adequate.

This evaluation follows the approach set forth in Reference 5 and is used to define variability. In this approach equation 4-33 of Reference 5:.

is used to estimate P; the value for modeling can be calculated as follows:

J P

= ln(spectral acceleration.

at 85% exceedence probability frequency/spectra acceleration at median frequency).

The estimated median frequengy was taken as 5 Hz; the system frequency has been defined in Section 4.20 of Reference 1.

The 85% exceedence frequency has been calculated following the suggestion given on page 4-52 of Reference

5. The 85%

exceedence frequency, f> is given by 7.5*e~~

5.84 Hz Using the floor response given in Reference 2 and 5%

damping, we have f ~ 7.5 HZ RRS

~

0.27g f> ~ 5.84 Hz RRS

~ 0.32g and p

ln (0. 32/0. 27)

0. 17 REV. NO.

REV. DATE ASH)R DATE CHK'D BY DATE VBUFKDbY DATE

TITLE DONALDC. COOK NUCLEAR PLANTS S&oiviiC r'~u~s ANALYSIS PAOE OF 7.

PRO) ECT AEP S.O AOTPP7087 AUIHOR DATE

'I-zi-tr CSE49-944046 CHK'D RY FILE HO.

AEP-947I DATE Fi" OROUP MSE-CSE AEP EQUIPMENT FRAGILITY MOTOR CONTROL CENTERS cont.

4 The p, values used were provided by RIZZO Associates, Reference 14.

The median UHS factor is obtained from Reference 12: This factor reflects the conservatism of the Donald C. Cook FSAR SSE ground design spectra with respect to the LLNL UHS 10,000 year median spectral shape.

REV. HO.

REV. DATE AUTHOR DATE CMC'O RY VERIFIED bY DATE

TmK DIP~<,<,CQQK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS PAGE OF PROlECT AEP S.O AOTP-4708 J AUTHOR CALC NO.

CSE49-94-0046 DATE

- as-f

-NK'D BY FLK NO.

AEP-947I VERDKD BY OROUP MSE-CSE

'Fhs AEP EQUIPMENT FRAGILITY PRESSURIZER POWER OPERATED RELIEF VALVES (PORV)

The results from the walkdown of =he Unit 1 a d Unit 2 containments,'onald C Cook Nuclear Plant, is reported in Reference 10.

Table 3.1 notes th-t the fragility properties of the Pressurizer Relief Block valves should be developed using generic data; the valve under consideration is motor operated (See Figure 3-4 in Reference 10).

The evaluat'n (Ref.

17) was based on the generic data given R ference 15 or large motor operated valves.

Reference 15 coctains data developed fo Zion plant which is of the same vintage as the Donald C. Cook plant.

The NRC reviewed the data provide~

(Ref.

18) and felt based on past experience that these P values were overly conservative.

Westinghouse then reviewed additional published generic da=a tc ascertain if less conservative es-imates for the fragility of this motor driven valve are avail~le.

Two refe ences we e identified that contained appropr=ate data.

one results a=e tabulated below.

ITEM Refexence 15 16 Spec/=el Accele=~tion

(

)

4.83 6.:-

.26 0.2

.60 0.57 REV. NO.

RKV. DATE AVfHOR DATK CNK"D BY DATE VBUFKDBY DATE

mz DONALDC..COOK NUCM9, PLANTS SEISMIC FRAGILITYANALYSIS PAGE p

OF l7 PROJECT AEP

$.0 AOTP-4708 J AVTHOR CALC. NO.

CSE-09-94-0046 DATE

<<g ga CHK'D SY ~

DATE flLENO.

AEP-947I Vaamsn SY

~ <gq GROUP MSE-CSE AEP EQUIPMENT FRAGILITY PRESSURIZER POWER OPERATED RELIEF VALVES (PORV) cont.

The applicable spectral acceleration,(Ref.

19) at a frequency of 5 Hz and 5% damping for the 687.5'evel of the containment Building is 0.75g with a floor ZPA of 0.75g.

The corresponding free field ZPA acceleration is 0.2g.

The analysis tabulated below defines the spectral HCLPF value at the mounting location of the pumps.

Now the HCLPF values reported in Reference 17 correspond to the plant free field ZPA values.

Since the floor level is above the Containment

base, the HCLPF value must be lowered:

the spectral values must be scaled to represent the free'ield ZPA value.

This factor is calculated in two stages:

in the first the spectral value is scaled to be representative of the floor ZPA; and in the second, the floor ZPA is scaled to be representative of the free field acceleration.

This factor is given for the ESW pump as (0.75/0.75)*(0.2/0.75),

and is equal to 0.27.

Ztem Spectra Capacity at floor level (g) 4.83 6.3 Spectra Capacity at Free Pield (g) 1.29 1.68 HCLPP at Ploor Level (g) 1.17 (1.52)

1.77 (2.30)>>

HCLPP at Pree Field (g) 0.31( 0.40)>>

0.47 (0'. 61)>>

Note:

UHS Scale factor of 1.3 for PORV given in TABLE 8.3-1 (Ref.

12) is used to estimate seismic capacity of the motor operated valve.

As can be seen, The data sets above use essential the same p

values; the difference in the calculated HCLPF values is primarily due to the difference in estimated valve spectral capacity.

REV. NO.

REV. DATE AVTHOR DATE CHK'D SY DATE VHUFKDSY DATE

iris DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILZii'NALYSIS PAGE OF PROJECT AEP AUTNOR DATE f"Za-fY CNK'D BY DATE VBUFKDBY DATE

~/~

S.O AOTPP708J CALC. NO.

CSE49-94-0046 ALENO.

AEP-947I GROUP MSE-CSE REFERENCE 2.

Calc AEP-025, "Auxiliary Bldg Equipment Fragility," dated 12-05-91.

i'

'I CALC AEP-027, "Essential Service Water Pump Margin," Dated 09-10-91.

3.

4.

5.

6.

McDonald Engineering Report, ME 732, "Seismic-Stress Analysis of ASME Section III Case 3 Pumps

- AEP Service Water Pumps," April 1980.

AEP Letter 2097, dated 03-23-1971,

Subject:

"Floor Response

'urves for Elevation 591'f Turbine Building and Screen House, " American Electric Power Service Company."

t Report No. 1643.02, Seismic Fxagilities of Civil Structures and Equipment. Components at the Diablo Canyon Power Plant,"

September 1988.

ASME Conference-Pressure Vessel and Piping Technology Conference-A Decade of Progress, L. Greimann and F.

Fanous,"Reliability of Containments Under Over Pressure,"

1985.

7.

8.

9.

EQE Engineering Consultants, 52077.01-R-002, Rev.

0, "Walkdown of Auxiliary Building in Support of Cook Nuclear Plant IPEEE, Units 1 and 2," 2 Volumes, January 1992.

AEP Letter AEP-1955, "Seismic Design of Equipment Located Auxiliary Building," Dated February 5,

1971.

Calculation AEP-029, "Seismic Margin, for various Masonry Walls, dated 10-91.

10.

EQE Engineering Consultants, 52077.01-R-001, Rev.

0, "Walkdown of Containment in Support of Cook Nuclear Plant IPEEE, Units 1 and 2,"

2 Volumes, April 1992.

REV. NO.

REV. DATE AUTNOR DATE CIOrO bY DATE VERIFKD bY DATE

TTTbE DONALDC. COOK NUCLEAR PLANTS SEISMIC FRAGILITYANALYSIS OF PROJECT AEP

$.0 AOTPQ708J CALC. NO.

CSE49-94-0046 DATE CHK'D bY ALENO.

AEP-947I OATS YSbDTED bY 0 TE DROOP MSE-CSE REFERENCE cont.

11.

DURO-0-WAL Catalog, "4 Unit Masonry Ties and Reinforcement,"

G/C 1979 h

12.

Calculation AEP-50, "LLNL UHS Equipment Fragility Data,"

11/20/91.

13.

NOT USED 14.

LETTER Rizzo Associates, "Seismic Hazard Analysis, Donald C.

Cook Nuclear Plant," 08/17/94.

15.

NUREG/CR-3558, "Handbook of the Nuclear Power Plant Seismic Fragilities-Seismic Margin Research

Program, Appendix F.

NUREG/CR-3892, "A Research Program for the Seismic Qualification of Nuclear Plant Electrical and Mechanical Equipment," Vol. 1, Table 9.0-2.

17.

CALC AEP-021, "System Equipment AEP,Fragility Data," Dated 01-15-91.

18.

Not Used.

19.

t AEP Letter AEP-2265,

Subject:

"Donald C. Cook Nuclear Power Plant Containment

-Seismic

Response

Curves," American Electric Power Service

Company, Dated June 3,

1971.

REY. NO.

bEY. DATE AVTHOb DATE CHK'D bY OATS YELDTED bY OATS

WESHNGHOUSE ELECIRIC CORP.

DONALD C. COOK NUCLEARPOWER PLANTS SEISMIC FRAGILITYANALYSISCALCULATIONS Supplementary References

Paul C. Rizzo Associates, Inc.

CONSULTANTS August 17, 1994 Project No. 93-1326 Dr. William S. LaPay Westinghouse Electric Corporation Post Office Box 2728 Pittsburgh, PA 15230 SEIsMIc HAzARDANALYsIs DONALDC. COOK NUCLEARPLANT BRIDCMAW,MICHIGAN

Dear Dr. LaPay:

As requested by Westinghouse, this letter documents Paul C. Rizzo Associates estimates of response factors to approximate the median seismic response (~ ofthe building structures and equipment ofthe Donald C. Cook Plant, and the probability distribution ofthis response in terms log standard deviations representing randomness (P,) and modeling uncertainties (PQ. We base these on the SSMRP results summarized in NUREG/CR-4331, and a review ofthe site-specific conditions.

Consistent with industry practice for probabilistic risk assessment, these estimates rely to a significant extent on judgment. We suggest that limited confirmatory analyses be performed to calibrate and substantiate the recommendations.

The median response may be approximated on the basis ofthe design response by using response factors which account for conservatism in the design methodology. Ofthe several factors that lead to this conservatism, we address two factors, namely, the manner

~ ir in which foundation embedment and wave incolierence was treated in the soil-structure interaction analysis, and the method used to account for soil-structure interaction radiation

, damping.

The random uncertainty in the respoiise results from the earthquake to earthquake differences in ground motion whicli account for the peaks and valleys variability in the spectral shape.

On the basis ofthe SSMiU'nalysis, we suggest that the seismic fry~'ty estimates for structures and equipment, tied to PGAs should use a randomness variability ofP, = 0.28 over the entire frequency range ofinterest.

Modeling uncertainties are presented in tlie following paragraphs along with the structure-specific response factors which account for thc subsurface conditions at the site. Briefly, the finished grade at t!ie Plant site is 608 feet 0 inches.

The site subsurface consists of about 15 feet offillunderlain by very dense slightly cemented fine to medium sand approximately 35 feet in thickness between Elevations 594 feet 0 inches and 556 feet 0 illclles. This is underlain by a 50 foot 1 iyer ofhard io very stiA'silty clay on a very compact tillstratum.

Plant structures are l'ounded on tlie dense sand layer.

l6.I32694 300 OXFORD DRIVE, MONROEVILLE,PA 15146-2347 PHONE (412) 856-9700 FAX(4 I2) 856-9749 NEWARK, DE COLUMBUS, OH MT. PLEASANT, SC COVINGTON,KY

Dr. William S. LaPay CONTAINMENTBUILDING August 17, 1994 The Containment Building/Internal Structure is supported on a foundation mat about 140 feet - 0 inches in diameter.

The bottom offoundation is at average Elevation of574 feet 0 inches.

The design evaluation used a soil shear modulus of2,880 kips/ft (approximate V, = 1,000 fljsec) and a soil damping of5 percent in the soil-structure interaction analysis.

Additionally, the design analysis conservatively applied the control motion at the foundation elevation.

Based on the embedment ratio (embedment depth/structure radius) ofabout 0.45 and the likelihood that the soil-structure interaction damping could be as high as 15 to 20 percent, Table 1 presents the estimates ofresponse factors and modeling uncertainties for the Containment Building structure and equipment.

AmaLIARV/DIESELBUILDING The Auxiliary/Diesel Building has an equivalent foundation radius of 138 feet and an average embedment of34 feet. The design analysis assumed fixed base conditions in calculating the building seismic forces. However soil-structure interaction was included in a subsequent calculation to obtain floor response spectra for equipment evaluation. The soil-structure interaction analysis used a soil shear modulus of2,880 kip/ft(approximate V, = 1,000 ft/sec) and soil damping of20 percent.

The control motion was applied at the foundation elevation and the effects ofwave incoherence were not included.

4 Based on an embedment ratio of0.25, Table 2 presents the estimates ofthe response factors and modeling uncertainties for the Auxiliary/Diesel Building structure and equipment.

TURBINEPEDESTAL AND CIRCULATINGWATER/PUMP HOUSE

~

Sr't is noted that the FSAR reported the seismic dynamic analysis only for the Containment/Internal Structure and the Auxiliary/Diesel Building Structure.

In the absence ofspecific data for the Turbine Pedestal and the Circulating Water Pump/Screen House Structures we suggest that the response factors and variabilities for the Auxiliary/Diesel Building be used for these structures as well.

We trust that the response factors and variabilities proposed above are satisfactory for use in the fragilityanalyses.

Please call me ifyou have any questions.

Very truly yours Paul C Rizzo Associates lish '4 Nishikant R.

idya Principal - Structural Engineering.

NRV/EBZ/jmc Enclosure 16-l32664

TABLEI RESPONSE FACTORS AND MODELINGUNCERTAINTIES(1)

CONTAINMENTBUILDING/INTERNALSTRUCTURE Building Equipment Parameter SSI Embedment SSI Damping Composite F,(2) t3F,(2) 1.26 0.15

-1.25 1.00 0.00 1.67-1.26 0.15 2.09 0.15 0.22 0.27 (1) Basis: 110-foot soil layer on bedrock, V, = 1,000/5,000 fps, E/R = 0.46. (Ref. NUREG/CR-4331)

(2) Median Response = Design Response/F,

TABLE2 RESPONSE FACTORS AND MODELINGUNCERTAINTIES(1)

AUXILIARY/DIESELBUILDING Parameter SSI Embedment h

SSI Damping Composite Building F,(z)

P 1.60 0.27 1.00 0.00 1.60 0.27 Equipment F,(z)

P 1.30 0.20 1.00 0.00 1.30 0.20 (1) Basis: 110-foot soil layer on bedrock, V, = 1,000/5,000 fps E/R = 0.25. (Ref. NUIKG/CR-4331)

(2) Median Response = Design Response/F, J

16M-l326/94

aevi at traut

~,

ii.c~v ~~ave.

i tt-cz-tt4 1 lU'ov 4125588'IUU>>

412 8'l4 48'l8iN 2 MEMO Dr.W. S. LaPay, Wcstinghousc I

PROM:

Nish Vaidya, Paul C. Rizzo Associates Project No. 93-1326 September 23, 1994 Szmac IPEEE Domus C. CoozKvcu~t Pz~wx In accordance with our telephone convermttion this morning, our recommendations forthe Seismic Response Pactors and VariabiHty associated vdth soil-structure interaction forthe Pump/Screen House and the Reheling Water Storage Tak are as follows; Pump/Screen House:

~

1.37, P0.27 RefueHng Water Storage Tart Q

1,0, Pu 0

4 The basis forthe above recommendations willbe discussed in a letter report which will also mclude results ofthc inalysis ofHqueGLction potetttial ofthe Pump/Screen House '

foundation soils. Please cali me or Enriqua Bazan ifyou have any questions.

gaai+13M84 SEP 23 '94 18:39 4129569788 PAGE. 882

Pau,l C. Rizzo Associates, Inc.

CONSULTANTS October 12, 1994 Project No. 93-1326 Dr William S. LaPay Westinghouse Electric Corporation Post Office Box 2728 Pittsburgh, PA 15230 SEISMIC HAZARDANALYSIS DONALDC. COOK NUCLEARPLANT BRIDGE, MICHIGAN

Dear Dr. LaPay:

This letter documents Paul C. Rizzo Associates estimates ofresponse factors to approximate median seismic response (~ from the design seismic response ofthe Screen House and the Refueling Water Storage Tanks (RWST) structures ofthe Donald C. Cook Plant, as well as estimates oflog standard deviation measuring randomness (P,) and uncertainty (Pg in such a response.

We have based our estimates on the SSMRP information provided in NUI&G/CR-4331. This letter also presents Paul C. Rizzo Associates assessments ofthe potential for soil liquefaction under the Intake Crib Structure and ofpermanent displacements ofthe embankment slopes affecting the Re."veling Water Storage Tanks as a result ofseismic ground motions. We have based both assessments on procedures proposed in the EPRI report "Amethodology for the Assessment ofNuclear Power Plant Seismic Margin (Revision 1)."

PUMP/SCREEN HOUSE The Pump/Screen House is a substantially embedded concrete shear wall structure with an above grade metal building enclosing the Pump House.

The Pump/Screen House structure is about 210 feet by 108 feet in plan. Its foundation is approximately 40 feet below grade (which is at Elevation 580'-0"). The Response Reduction Factors for the Pump/Screen House associated with soil structure interaction are based on the assumption that the design seismic analysis included some soil-structure interaction. However, it is assumed that this analysis did not include the effects ofthe embedment.

The soil profile is considered to be represented by a 110 foot soil layer with a characteristic shear wave velocity of 1000 feet per second overlying bedrock.

The embedment ratio (embedment depth divided by the smaller plan dimension) is 0.37.

Va:tion ofground motion through the embedment depth and the attendant wave scattering effects are expected to result in a reduction ofthe seismic response calculated on the basis ofthe conservative assumption that the control motion is applied at the 3i.Q OXFORD DRIVE. MONROEVILLE.PA I5 I%6-2347 PHONE (412) 856-9700 FAX (4 I2) 856-9749 NEWARK. DE COLUMBUS. OH MT. PLEASANT. SC COVINGTON, KY

Dr. William S. LaPay October 12, 1994 a response"reduction factor R; = 1.37 is recommended.

Because the actual damping used in the design seismic analysis is not known, it is recommended that the response reduction associated with radiation damping be ignored. On the basis ofthe SSMRP we estimate that the variability associated with the soil-structure interaction can be represented by P= 0.27.

REFUELINGWATERSTORAGE TANK The Refueling Water Storage Tank is an above grade structure supported on a concrete mat. The tank is 48 feet in diameter and has a liquid height of31 feet. A fixed base analysis reported by Stevenson and Associates resulted in a fundamental frequency of about 5.5 Hz. Consistent with the foundation compliance for a rigid base, the natural frequency ofthe foundation mass in the horizontal soil-structure mode is about 15 Hz. On the basis ofthese results, it is considered that relative to the structure, the foundation is rigid and the assumption ofa fixed base for the seismic analysis is appropriate.

Accordingly, we recommend that effects ofsoil structure interaction on the seismic response ofthe Refueling Water Storage tanks be ignored, i. e, that R

. = 1.0 and P= 0 be used for these tanks.

SOIL LIQUEFACTION AT THE INTAKECRIB The stratigraphy ofthe site shows three horizontal layers. The top layer is formed by medium to lose dune sand down to an elevation ofapproximately 590 feet This layer was completely excavated in all areas where buildings exist. Underlying this material, there is a layer ofvery dense sand approximately 35 feet in thickness, reaching an elevation ofabout 554 feet. This layer is on top a layer ofhard to very stifF clay with an a thickness ofabout 50 feet. No boring logs exist at the location ofthe Intake Crib. However, the available boring logs show that the sand layers dip down in the direction'of the lakebed.

Our examination ofliquefaction potential considers that it is possible that the Intake Crib is founded on the very dense sand layer. Following the procedure developed by Seed and Idriss, we have estimated average cyclic stress ratios (ratio ofaverage seismic shear stress to effective overburden pressure) on a sand layer at the bottom ofthe lake for various levels ofground motion. Then, on the basis ofdata provided in the 1968 foundations investigations report by A. 2 L. Casagrande, we have determined normalized blowcounts (Nt)~ corresponding to the very dense sand.

We found that minimum average values of (N<)60 are ofthe order of50. According to the Seed and Idriss criteria, values of(N>)~

ofthis order suggest that liquefaction willnot occur in this layer, independent ofthe level ofpeak ground acceleration.

SEISMIC DISPLACEMENTS OR EMBANKMENTSSLOPE ATRWST The Plant grading plan shows a 2:1 slope, with a height ofabout 45 feet above elevation 608 feet, near the Refueling Water Storage Tanks.

These embankments are assumed to 17-1326l94

Dr. William S. LaPay October 12, 1994 corspri~e'dune sand.

Our estimat>on ofmaximum seismically induced displacements follows the methodology outlines by Makdisi and Seed.

The fundamental period ofthe slope was estimated assuming a compressive wave velocity of 1,649 ft/second for the dune sand, as reported in the FSAR ofthe plant. This corresponds to a shear wave velocity of about 640 ft/second.

Permanent displacements ofthe slope were predicted for the critical failure surface when the peak ground acceleration (PGA) is 0.5 g or larger. The following table provides our estimates ofpermanent slope movement for PGA's up to 1.2g.

TABLE 1 POTENTIALDISPLACEMENTOF EMBANKMENTSLOPE DUE TO SEISMIC GROUND MOTION PGA (g's) 0.5 0.6 0.7 0.8 0.9 1.0 1.2 Permanent Displacement feet 0.05 0.14 0.34 0.85 1.59 2.25 3.19 3.86 We hope that the above information is appropriate for use.

Please call me ifyou have any questions.

Very truly yours, Paul C Rico Associates Nishikant R. Vai a

Principal - Structural Engineering NRV/EB/d ha l7-1326/94

WESTINGHOUSE ELECTRIC CORP.

CALCULATIONCSE-08-94-0042 ATTACHMENT REFERENCE 11

~ev>s>on a

Status Y

N U

Equip.

ID No.

SCREENING EVALUATION WORK SHE (SEMS)

Sheet I of 2 x=.W-<<E,

~

5 Equip. Class 21 - Tanks and Heat Exchanoers Equipment Description t

LCM

~~2" Exc/~~ e Location: Bldg.

Aux Floor El. ~41

Room, Row/Co]

Nanufacturer, Nodal, Etc.

L+

Lw.Ikey +FLEE

&u,Pu.a

=

I co pg SH CAPAC TY VS 0 MANO Buckling capacity of shell of large,.flat-bottom, vertical tank is equal to or greater than demand:

Qr'Z. ~

H y o ~ C~(i'0

'P' N

U N/A NCHOR BO TS AND MB'EDMENT Capacity of anchor bolts and their embedments is equal to or greater than demand:

Y N

U N/A CONNECTION BETWEEN ANCHOR BOLTS ANO SHEL Capacity of connections between the anchor bolts and the tank shell'is equal to or greater than the demand:

Y N

U N/A Z~(~ s~fg >4Q/ ~W FLEXIBILITYOF ATTACHEO PIPING Attached piping has adequate flexibilityto accommodate motion of large, flat-bottom, vertical tank:

Y N

U N/A IS E

U PM NT S

SMICAL Y AOE UAT ?

n ~ o o e I VII 2-I I

Equip. 50..No.

~ "quipment Oescription COMMENTS SCREENING EVALUAT ON WORK SHEET (SEWS)

Sheet 2 of 2 za-I5 P.

E-15 Equip. Class 21 - Tanks and eat xchanaers

+~sr PCS'c l 'ExCl~n cv-cc~ gy J-gE-I~+

~n yes ~

Ls

~~3~,

Q~l/s (~ ti~) ~'>~

s4 v4~sA M~~ ~ ~~

r-(y4 s'4 (HQ

~~ gva t'y Nor sl kM < ~<

5 ~~ g~ovCc 7~

~ ~

~

Evaluated by:

Oate:

3 -i3-f(

if'

Kev I>> oooo c.

Status Y

H U

SCR NING EVALUATION WORK SHE (SBlS) 2.- HE<< ~

Sheet 1 of 2 Equip.

Class 21 - Tanks and Heat Exchan ers J~t E.cl~

e Equip.

IO Ho.

~

Equipment Description c ~ gC Locntion: Bldg. ~ux F1oor El.

~/

Room, gowyCol l95 Manufacturer, Model, Etc.

]4K is @vs~

S-d.l4 S ~pr~i SH CAPAC TY VS DEMAND Buckling capacity of shell of large, flat-bottom, vertical tank is equal to or greater than demand:

.. Y N

U N/A ANCHOR 80 TS AND EMB DM NT Capacity of anchor bolts and their embedments is equal to or greater than demand:

Y NUN/A CONNECTION BETWEEN ANCHOR BOLTS AHD SHE I

Capacity of connections between the anchor bolts and the tank shell'is equal to or greater than the demand:

r c(M s~Q s4eL( ~'

N U

N/A FLEXIBILITYOF ATTACHED PIPING Attached piping has adequate flexibilityto accommodate motion of large, flat-bottom, vertical tank:

geo.

74J(ls.

Y H

U N/A IS E UIPMENT SEISMICA LY AD UAT 7

Y N

U

Revision 2

Sheet 2 of 2 Equi p.,30..No.-

Equipment Description

~COMM MTS SCREE'NING EVALUAT ON WORK SHEET (SEMS)

E,-<S r ~

~ ~

- f5Q Equip.

Cl-ass

- Tanks and Heat Exchan ers gcg5 QC can 6 C5 4 Evaluated by:

~,

~ r.

Date:

9503030159 ATTACHMENT TO AEP: NRC: 1147E DONALD C.

COOK NUCLEAR PIANT 1994 ANNUAL OPERATING REPORT

ML17332A586

Contents

Text

Dear Mr. Bennett:

Dear Dr. LaPay:

0.0 CONCLUSION

REFERENCES:

REFERENCES:

Subject:

Subject:

Response

Dear Dr. LaPay:

Dear Dr. LaPay:

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ML17332A586

Text

Dear Mr. Bennett:

Dear Dr. LaPay:

0.0 CONCLUSION

REFERENCES:

REFERENCES:

Subject:

Subject:

Response

Dear Dr. LaPay:

Dear Dr. LaPay:

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