ML20198R581

Rev 0 to Calculation 93C2799-C-011, Seismic Capacity of Selected Block Walls

ML20198R581
Person / Time
Site:	Millstone
Issue date:	12/31/1997
From:	Karavoussianis STEVENSON & ASSOCIATES
To:
Shared Package
ML20198R571	List: ML20198R566 ML20198R581 ML20198R590
References
93C2799-C-011, 93C2799-C-011-R00, 93C2799-C-11, 93C2799-C-11-R, NUDOCS 9901080229
Download: ML20198R581 (28)

Text

- - -

Verified R2 vision ~79 Initial _;-

Q CALCULATION TITLE PAGd '

Total Number of Pages: 28 Seismic Capacity of Selected Block Walls TITLE N/A 0

93C2799-C-011 CALCULATION #

REVISION No #

VENDOR CALCULATION NUMBER BGQ N/A various see CTP STU System Name System Number Structure Comp.,nent NUCLEAR INDICATOR:

Calc. Supports E CATI O RWQA O

SBOQA DCR/MMOD?

4 O FPQA O ATWSQA O

NON-QA O Yes g No l

DCR/MMOD No Calc. Supports Cale. Supports Licensing?

4 Ind. Analysis?

4

]

O Yes g No O Yes a No Chg. Doc. Ref.

Reference INCORPORATES:

Affects DilS?

CCN NO:

AGAINST REV.

4 N/A N/A O Yes g No Reference l Executive Summary (This NU Calculation is generated to enter the attached S&A calculation into NU's document control / tracking system, and to document the current NU technical review. This S&A calculation is part of NU's IPEEE program.)

This calculation evaluates the seismic capacity of various IE 80-11 block walls The results are high-conGdence oflow probability of failure (HCLPF) capacities in terms of PGAs. The HCLPF capacities of these block walls are tabulated on page IE of this calculation. These capacities are used in the seismic margin assessment.

9901000229 981231 O

PDR ADOCK 05000336h^

P PDR g Approvals (Print / Signature) g Date:

1% parer:,

/ M W e m -s j' 2 / /y/9 7 Apostobs Karavorssianis j.

Interdiscipin c Revitwer:

Date:

N/A Discipline:

N//)

v/f7 Interdiscipline Reviewer:

Date:

N/A Discipline:

p///

y//)

Indepenaent Reviewer:

j Nabil juraydini y./WAlfv Date:

42 /d3/ /6'J-te e ai io

1. O Installation VerificationKCalculatTon accurately represents actual field conditions or does not allect plant contiguratiofi) i

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/;/3/[pf Preparer / Designer Engineer: g @ L g pf'Afv/

g g.j Date:

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. 4 g g.77 DCM FORM 5-I A g

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CTP/ Passport DATABASE INPUTS Page lA of 2

Calculation Number:

N/A Revision:

~N/A (prefix)

(sequence no.)

(suffix)

Vendor Calculation Number /Other: 93C2799-C-011 Revision:

o CCN #

N/A QA @ Yes O No Calc Voided:

0 Yes

@ No Superseded By:

.N/A Supersedes Cale:

N/A Discipline (Up to 10)

N, V Unit Project Reference Component Id Computer Code Rev. No./

(EWA)

Level No.

02 M2-94223 N/A N/A N/A

~

PMMS CODES

• Structure System Component Reference Calculation Rev No.

AB BGQ STU 93C2799-C-005 WAl WH Y

• The codes required mun be alpha codes designed for structure, system and component.

Reference Drawing Sheet Rev. No.

q 25203-590M-5'/D40 N/A N/A l

25203-59036 N/A N/A l

25203 59058 N/A N/A l

l.

l Comments:

None DCM FORM 5-1B Rev 06 Page1of1

NORTHEAST UTILITIES SERVICE' COMPANY StJBJECT: Seismic Capacity of Selected Block Walls By:

A. Karavoussianis Date: 12/18/97 Chkd:

N. Juravdini Date: 12/18/97 Calc. No. 93C2799-C-011 Rev.: 0-Sheet No. IB of 2 TABLE OF CONTENTS SECTION PAGE No.

NU Calculation Title Page-1 CTP Data Base Inputs '

1A NU Table of Contents 1B Calculation Review Comment and Resolution Form 1C S&A Calculation Cover Sheet ID S&A Calculation:

1. Introduction IE

2. References IE

3. Configuration & Criteria 2

4. Calculation-2 S&A Attachment A. Wall l~.11 5 pages S&A Attachment B. Wall 1.48 3 pages S&A Attachment C. Wall 2.21 4 pages S&A Attachment D. Wall 7.5 5 pages S&A Attachment E. Wall 7.8 4 pages Total Number of Pages 28 pages

"'w LCalculation Review. Comment add Resolution: Form -

(Sheet 1 'of 1) '

a Calculation Number: 93C2799-C-011 Revision: 0

- Calculation

Title:

Seismic Capacity of Selected Block Walls.

. Calc. Originator. Apostolos Karavoussianis -

Reviewer (PRINT): NabilJuraydini l

This form is intended to document significant comments and their resolutions. Typographical errors and other' editorial recommendations may be marked up in the calculation text and presented to the originator j

Review Type 0

'Ointerdiscipline.

gindependent-

//f./j/fc,p/

Date:

A/rf./97-Reviewer (SIGN)

(signature signifies all comments have been resolved to your satisfaction) '

Item Page/Section Comments

Response

1 of 1 N/A This NU Calculation is generated to enter the attached S&A calculation into NU's document control / tracking -

system, and to document the current NU technical review. This S&A calculation is part of NU's IPEEE program.

There are no technical or significant review comments which need to be document here. Only S&A's calculation cover sheet is numbered 'as page 1D (this page was not numbered by S&A), and S&A calculation's first pages is re-numbered as 1E. These changes are for page numbering purposes only.

i

[

DCM FORM 5-1C I

Page IC Rev.06

[

Page1ofI

93C2799-C-011 PAGE \\D 1

cucoe Nd caiculation No.

CD11

. Iitis;

% s m ic h oh of Shed-d

~7siac h LJ dls J Project:

MP2 JPEff Method:

Gr /n s,h Acceptance Criteria:

$N mslc4 Remarks:

)

REVISIONS No.

Description By Date Chk.

Date App.

Date o

Initial lssue 9M

/e//5/95 7MT n/27br @)

/ /rf CALCULATION S

COVER CONTRACT NO.

SHEET

)3C29c)9

"**d"*

FIGURE 13 1-20

_ - - = ~.

JOBNO. 93C2799 Sheet lE g Z S*A

SUBJECT:

C011 Rev.D l

smTNSON Seismic Capacity of By<:S n/,5/95

. fins Selected Block Walls Chkf 7M1il/27/w m m-f; 1 Introduction l

This document calculates the seismic capacity of a number of block walls at Millstone Point Unit

2. The walls are being investigated as potential interaction hazards for MP2 equipment. The result is a high-confidence oflow probability of failure (HCLPF) capacity in terms of peak ground acceleration (PGA). The results are to be used in the seismic margin assessment of Millstone Point Unit 2. Refer to reference 1 for a discussion of a seismic margin assessment and HCLPF.

The walls addressed in this calculation are listed below. The ID numbers are obtained from the IE 80-11 evaluations performed for MP2. ids are index in NU drawing 59024 [3].

j WallID Description Bldg Elev PGAcap (g)

L11 Hazard to DG Day Tanks WH 14.5' O.73 e 1.48 Hazard to Control Room equipment AB 36.5'

> 0.50 <

2.21 Hazard to station batteries AB 14.5' O.38 /

7.5 Hazard to Switchgear AB 54.5 0.61 /

7.8 Hazard to INV 5 AB 36.5' O.051 /

Results The results are summarized in the table above. PGAcap represents the high confidence, low probability of failure (HCLPF) capacity, in terms of PGA. Refer to reference 1 for a definition of HCLPF capacity.

1 2 References 1.

A Methodology for Assessment ofNuclear Power Plant Seismic Margin. Palo Alto, California: Electric Power Research Institute, prepared by Jack R. Benjamin and Associates, Inc., et al., August 1991. NP-6041-SL, Revision 1.

2.

Generic imnlementation Procedure for Seismic Verification of Nuclear Plant Equipment, Seismic Qualification Utility Group, February 1992.

3.

' S&A, correspondence and calculations forjob 93C2799.

4.

NU drawings,25203 series (drawing extension numbers refereed to in body of calculation).

I

9 JOB NO. 93C2799 Sheet Z 6 2 S*A 4

SUBJECT:

C011 Rev. o sm o

Seismic Capacity of By % n/,5/95 a

Selected Block Walls Chk.br Id7/9r 5.

Bechtel, IE-80-11 report and calculations (calculation numbers refereed to in body of calculation).

6.

Excerpts ofletter, R.P. Kennedy to J. Stevenson, "Unreinforced Masonry Walls" March 29,1993, w/ attachments.

7.

Park, YJ, et al, " Seismic Hazard of Structures and Components for Use in the PRA for the HFBR", Brookhaven National Laboratory, DRAFT, November 1991.

i 8.

American Concrete Institute, " Building Code Requirements for Masonry Structures",

ACI-530-92.

9.

American Concrete Institute, " Specification for Concrete Masonry Construction", ACI-531.1-76 (Revised 1983).

10.

American Society for Testing and Materials, " Standard Specification for Non-Load Bearing Concrete Masonry Units", ASTM C129-85.

I 1.

E. Nawy, Reinforced Concrete, a Fundamental Approach, Second Edition,1990.

12.

American Institute of Steel Construction, Manual of Steel Construction,9th Edition.

13.

R. Schneider and W. Dickey, Reinforced Masonry Design,1980.

3 Configuration & Criteria Sketches of the configuration of each wall are contained in the following sheets. Much of the information was obtained from the calculations and surveys performed under IE-80-11. The evaluations are based on the guidance of NP-6041. Appendix R of NP-6041 is used as the basis for the capacity of reinforced block walls for out of plane loads. Seismic demand is per S&A calculation 93C2799-C005.

Masonry compressive strength is set at 1350 psi in all cases based on IE 80-11 calculations. This is judged to be conservative for HCLPF given aging effects. Allowable masonry stresses are based on ACI-530 when NP-6041 Appendix R does not apply. Steel stresses are based on AISC Part 2 allov ables.

4 Calculation Capacity calculations are contained in the attached sheets.

WallID Attached sheets 1.11 A.1 to A.5 1.48 B.1toB.3 2.21 C.1 to C.4 7.5 D.1 to D.5 7.8 E.1 to E.4 l

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0.122 calc'd in Estimated construction out-of-vcitical (1/2 of ACI 531 limit) alpha 1.000 input in/in Height param,1.0 for cantilever wall l F(alpha) 2.84E-14 calc'd dim'less Error function for alpha, F=0 for alpha satisfying quadratic of reference _ fn-0.350 calc'd Hz Natural frequency @ collapse l l Seismic Demand PGAref 0.3 input g Reference PGA Ay,ref 0.3 input g EfTective vert seismic accel at reference PGA Sd, ref 7.06 input in Spectral displacement at fn for reference PGA,7% damping l i Seismic Capacity Sdm 1.814 calc'd in Spectral displacement at fn at collapse, median Sda 1.209 calc'd in Allowable spectral displacement, CDFM = median /1.5 Capacity vs. Demand PGAcol 0.051 calc'd g Collapse capacity, PGA, CDFM Check Av at collapse Av, col 0.021 calc'd g EfTective vert seismic accel at capacity PGA 1 i i u