ML18039A625

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Rev 1 to CD-Q0000-940339, Calculation of Basic Parameters for A46 & IPEEE Seismic Program
ML18039A625
Person / Time
Site: Browns Ferry  Tennessee Valley Authority icon.png
Issue date: 10/16/1995
From: Beason J, Ghosal P, Glass J
TENNESSEE VALLEY AUTHORITY
To:
Shared Package
ML18039A620 List:
References
REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR CD-Q-940339, CD-Q-940339-R1, CD-Q0000-940339, CD-Q0000-940339-R01, NUDOCS 9812080133
Download: ML18039A625 (87)


Text

ATTACHMENT6 SEISMIC QUESTION NO. 4 Browns Ferry Nuclear Plant - IPEEE Calculation CD-Q0000-940339 R1 Calculation of Basic Parameters for A46 and Individual Plant Examination of External Events (IPEEE) Seismic Program

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DNE CAL'CULATIONS TITLE: CALCULATIONOF BASIC PARAMETERS FOR A46 AND INDIVIDUAL LANTEXAMINATIONOF EXTERNALEVENTS IPEEE SEISMIC PROGRAM PLANT/UNIT BFN Unit 0 REPARING ORGANIZATION TVA-CIVIL BRANCH/PROJECT IDENTIFIERS KEY NOUNS (Consult RIMS DESCRIPTORS LIST)

A46, IPEEE, SEISMIC, EQUIPMENT Each time these calculations are issued, preparers must ensure that the original (RO) RIMS accession number is filled in.

Rev (for RIMS'se)

RIMS accession number CD-Q0000-940339 APPLICABLEDESIGN DOCUMENTS BFN-50-C-7102 SAR SECTION(s)

UNID SYSTEM(S)

N.A 000 Revision 0 RO R1 R2 R3 R1 R2 R3

'95 1016 115 R

4 960617

~61 Safety-related?

Yes 8 No 0 DCN No. (or indicate N/A)N/A H/~

Statement of Problem Prepared PARTHA s. GHos Che ked Revi we Approve

. GLASS lo t( 'tS List all pages added by this rev

~ S C.

.~. PwQs~/v' W Zg+sp&

/g J<M lb This calculation addresses the basis for certain parameters used for A46 and IPEEE study for safe shutdown equipments.

Calculations are based on guidelines given in GIP and IPEEE documents.

List all pages deleted by this rev List all pages changed by this rev Calculation Revision:

(A)Entire Calculation B Selected Pa es ORIGINAL Abstract These calculations contain unverified assumptions that must be verified later.

Yes 0 No 3 Revision 0:

This calculation documents the basis of certain parameters (e.g. "Effective Grade", Seismic Capacity and Demand) used for A46 and IPEEE study for seismic qualification of safe shutdown equipments for BFNP.

'otal number of pages = &0 eeg.

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0 Microfilmand store calculations in RIMS Service Center.

I Microfilmand return calculations to: Calculation Libra Microfilmand destroy. 0 Address: BFN-EDB

Title:

CALCULATIONOF BASIC PARAMETERS FOR A46 AND INDIVIDUALPLANT EXAMINATIONOF EXTERNALEVENTS (IPEEE) SEISMIC PROGRAM SHEET ~OF REVlSION LOG CD-Q0000-940339 Revision No.

DESCRIPTION OF REVISION Date Approved Original issue tq-h~- 'lS Calculation revised to incorporate new information.

Pages added by this revision: 3.1 Pages changed by this revision: 1, 2, 9, 49 Pages deleted by this revision: none TVA 10$34 (EN DE~78)

SHEET~OF CALCULATIONDESIGN VERIFICATION(INDEPENDENT REVIEW) FORM Calculation No.

Revision Method of design verification (independent review) used (check method used):

1. Design Review
2. Alternate Calculation
3. Qualification Test Comments:

Calculation CD-Q0000-940339 Rev.0 has been inde endentl reviewed and design verified and is found technically adequate in context and analytical methodolo based on acce ted en ineerin ractices.

Design Verifier (Independent Reviewer) lo W Q4 Date

Sheet 3.1 CALCULATIONDESIGN VERIFICATION(INDEPENDENT REVIEW) FORM Calculation CD-Q0000-940339 R1 Method of design verification (independent review) used (check method used):

0 Design Review 0

Alternate Calculation 0

Qualification Test Justification (explain below):

Method 1:

In the design review method, justify the technical, adequacy of the calculation and explain how the adequacy was verified (calculation is similar to another, based on accepted handbook methods, appropriate sensitivity studies included for confidence, etc.).

Method 2:

In the alternate calculation method, identify the pages where the alternate calculation has been included in the calculation package and explain why this method is adequate.

Method 3i In the qualification test method, identify the QA'documented source(s) where testing adequately demonstrates the adequacy of this calculation and explain.

The above calculation revision so noted has been reviewed by the Design Review Methodology and has been determined to be technically adequate based on the design input information contained herein using accepted handbook and/or computer applications and sound engineering practices and techniques.

sign Verifier (Independent Reviewer)

Date.

This sheet added by Revision i

0

DVD IPE E

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EVE SHEET~ OF BFN UNIT0 PREP

.. 'ATE 4-.. >g-q,>

CHKD DATE~loR ~

TABLEOF CONTENTS PAQE CALCULATIONCOVER SHEET REVISION LOG INDEPENDENT REVIEW FORM TABLE OF CONTENTS 1.0 PURPOSE 2.0 ASSUMPTION 3.0 REFERENCE 4.0 DESIGN INPUT DATA 5.0 DOCUMENTATIONOF INPUTS 6.0 COMPUTATIONS 6.1 EFFECTIVE GRADE DETERMINATION 6.2 COMPARING SEISMIC CAPACITYTO SEISMIC DEMAND 6.3 IPEEE (SEISMIC) STUDY 6.3. I SCREENING PROCESS 32 32 6.3.2 CALCULATIONOF SEISMIC MARGINEARTHQUAKE 38 6.3.3 IPEEE DEMAND 6.3.4 COMBINED SCALE FACTOR FOR IPEEE 49 49 7.0

SUMMARY

OF RESULTS AND CONCLUSION 8.0 PREREQUISITES AND LIMITINGCONDITIONS 9.0 ATTACHMENTS (ATrACHMENTA) 10.0 APPENDIXES 52 N/A

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N BA I

A A ETE DVD AND AL EVENT SHEET~ OF BFN UNIT 0

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PREP DATE~- s CHKD DATE o 1.0 PURPOSE To calculate basic parameters, which are used in relation to evaluate seismic capacity and seismic demand for qualification of safe shutdown equipments by A46 and IPEEE methodology.

Parameters which have been calculated are:

a)

Effective Grade of different structures of BFNP b)

Comparing Equipment Seismic Capacity to Seismic Demand and locate exceedence for A46.

c)

Seismic Margin Earthquake (SME) and scale factors to determine higher IPEEE demand.

2.0 ASSUMPTlON There is no unverified assumption in this calculation. Allrelevant assumptions are documented in the body of the calculation.

3.0 REFERENCES

3.1)

Generic Implementation Procedure (GIP) For Seismic Verification Of Nuclear Plant Equipment Revision 2.

3.2)

A Methodology For Assessment Of Nuclear Power Plant Seismic Margin (Revision 1) - EPRI NP-6041-SL.

3.3)

Browns Ferry Nuclear Plant Master Response Spectra (MARS) Report For Seismic Class I Structures CEB 88-05-C R1.

3A)

Browns Ferry Nuclear Plant Final Safety Analysis Report (FSAR) Amendment 11.

3.5)

Regulatory Guide 1.60 "Design Response Spectra for Seismic Design of Nuclear Power Plants".

3.6)

NUREG/CR-0098 "Development of Criteria for Seismic Review of Selected Nuclear Power Plants".

3.7)

Drawings:

10N253, 10N254, 0-41 E572, 0<1 E576, 41 N590-1, 41N703, 41N1001 3.8)

TVANuclear Engineering Civil Design Standard DS-C1.7.1 R7 "General Anchorage to Concrete".

IV D IPE E

B P

D L

VEN SHEET~ OF BFN UNIT0

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4 PREP ~

DATEm-<

CHKI~~DATE 3.9)

BFNP Design Criteria BFN-50-C-7100 R9 "Design of CivilStructures".

4.0 DESIGN INPUT DATA Seismic Response Spectra and GERS values are based on reference 3.1 to 3.4.

Reactor Building foundation is on rock (Reference 3.9).

Diesel Generator Building (unit 1,2 & 3) foundation is on 3+ feet of compacted earth backfill and underlying this earth backfill is approximately 32 feet of crushed stone backfill (Reference 3.9).

Standby Gas Treatment Building is buried under earth and founded on 10+ feet of compacted earth backfill (Reference 3.9).

Intake Pumping Station structure is founded on bedrock.

Concrete Compressive Strengths (f',) of different class I structures are as follows (Reference 3.9):

Reactor Building-Inside wall El. 536.92 to El. 557.5-Beams and Slabs at El. 639 & 664 Columns Reactor Support Pedestal and Shield wall P - Line wall at steam line compartment

-4000 psi 4000 psi 4000 psi

4000 psi 4000 psi Chimney Shell (excluding foundation & internal structure) 4300 psi AllOther Structures 3000 psi

~

Concrete Strength gain for anchorage evaluation (Reference 3.8):

As per Appendix D of Reference 3.8,

1) The maximum estimated concrete strength gain for evaluation of SSD/SDI shall be limited to 600 Ib/in2.
2) The maximum estimated concrete strength gain for evaluation of Wedge Bolt, Ductile and Undercut Anchors shall be limited to 1900 Ib/in2 and evaluated in accordance with Section D.4 of Reference 3.8.

5.0 DOCUMENTATIONOF INPUT DATA Allinput data used has been properly referenced in this calculation.

NDI D

B I

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A T

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OF BFN UNIT0

~ 4 PREP 81 DATE~p,i~-

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6.0 COMPUTATIONS

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9 PREP DATE~.(g c.;-

CHKD DATE~o(

6.1 EFFECTIVE GRADE DETERMINATION 0

As per Reference 3.1, "Effective Grade" at a nuclear plant is defined as the average elevation of the ground surrounding the building along its perimeter.

Ifthe plant is founded on rock or a very stiffsoil site without controlled, compacted backfill, then the "effective grade" is the elevation where the structure receives significant lateral support from the surrounding soil or rock (e.g., the top of the base mat). Similarly, "effective grade" should be taken at the foundation level if crushable foam insulation or other measures are used to isolate the structure from the lateral support of the surrounding soil or rock. Ifan internal structure of the building is supported primarily at the base mat without significant lateral support from the surrounding structure, then the "effective grade" is the elevation at the top of the base mat.

Based on the above definition, a sketch (see next page) has been prepared showing elevations of building at top of base mat or at foundation level and elevations of significant lateral support (i.e. top of compacted earth fillon the perimeter of the buildings). Effective Grade calculated is based on those elevations.

i)

Reactor Building Unit1 Effective Grade

[(0.17 x 595+ 0.66 x 565.5+ 0.17 x 546)+ (0.16 x 546+ 0.84 x 565) + (519) + (595)]/4=~i~

ii)

Reactor Building Unit 2 Effective Grade =

[(519)+ (565)+ (519)+ (595)] /4 =~41~

iii)

Reactor Building Unit 3 Effective Grade

[(519) + (565)+ (0.17 x 584+ 0.66 x 565.5+ 0.17 x 584) + (595)] /

4 =$L2,Lfi iv)

Diesel Generator Building Unit1 & 2 Effective Grade

[(565.5) + (565.5)+ (565.5)+ (595)]/4 =~~~

v)

Diesel Generator Building Unit 3 Effective Grade n565.51+ (5841+ (585.5) ~ (SA4)1 /4 = zvw 7s e

D ARAMET AND F E NA EVE SHEET~ OF BFN UNIT 0

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PREP% QC DATE~>l-%g CHKD+~DATE >=Bi-g<

vi)

Intake Pumping Station Effective Grade =[(67 x 2 x 565) + (232 x 518) + (48 x 518) + (184 x 565)] /2(67+232)

R1

=541 ft vii)

Drywell (all units)

Effective Grade

= Top of mat foundation is 549.93

= 550 ft

SUMMARY

OF EFFECTIVE GRADE BUILDING REACTOR - UNIT 1 REACTOR - UNIT2 REACTOR - UNIT3 D. G. BLDG UNIT152 D. G. BLDG UNIT3 Effective Grade (ft) 561 550 563 573 575 INTAKEPUMP STN 541 DRYWELL(3 UNITS) 550

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RADWASTE BLDG 648 685.6 106 DIESEL GENERATOR BLDG.

UNIT18 2 665.5 585 L

J 24'A' I

STANDBYOAS TREATIIEIIT BUILBINO 665 REACTOR BLDG UNIT 1 618 696 15r 619 423M'URBINE BLDG 686 618 685 619 REACTOR BLDG UNIT 2 REACTOR BLDG UNIT3 619 618 618 696 15r 695 15r BUILDINGOUTLINE PLAN 618 EM%OR 685.6 665.6 684 N

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OF BFN UNIT0 PREP DATE CHKD DATE(o Is 6.2 COMPARING EQUIPMENT SEISMIC CAPACITYTO SEISMIC DEMAND Seismic adequacy of an item of mechanical or electrical equipment can be verified by demonstrating that the seismic capacity of the equipment is greater than or equal to seismic demand imposed on it. The seismic capacity of equipment can be represented by a "Bounding Spectrum" based on earthquake experience data, or a "Generic Equipment Ruggedness Spectrum" (GERS) based on generic seismic test data. These two methods of representing seismic capacity of equipment can only be used ifthe equipment meets the intent of the caveats for its equipment class.

The seismic capacity of an item of equipment can be compared to a seismic demand which is defined in terms of either a ground response spectrum or an in-structure response spectrum.

There are two methods (Method A and B) for,comparing capacity versus demand.

Method A is for making a comparison with a SSE Ground Response Spectra.

Method A can be used i) when equipment is mounted below about 40 feet above the effective grade which has already been determined and ii) Equipment has natural frequency greater than about 8 HZ. Method B is for comparison with an in-structure response spectrum.

Method B can be used for equipment which is mounted at any elevation of plant and/or for equipment with any natural frequency.

To verify seismic adequacy, in general, the seismic capacity spectrum should envelop the seismic demand spectrum at all frequencies with two special exceptions:

~

The seismic capacity spectrum needs only to envelop the seismic demand spectrum for frequencies at and above the conservatively estimated lowest natural frequency of the item of equipment being evaluated.

~

Narrow peaks in the seismic demand response spectrum may exceed the seismic capacity response spectrum ifthe average ratio of the demand spectrum to the capacity spectrum does not exceed unity when computed over a frequency range of 10% of the peak frequency (e.g., 0.8 HZ range at 8 HZ).

So for comparison purposes the following methods are to be followed for BFN A46 evaluations:

Method A:

ITEM/ FIGURE NO.

A.1 CAPACITY Bounding Spectrum DEMAND SSE Ground Response S ectrum A.2 &A.2A GERS z 1.5 X 1.5 X SSE Ground

I DV IPEE N

FB E

F 4

D A T EXAMIN N

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-4 PREP DATE~m-i ~.

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Method B:

ITEM/ FIGURE NO.

B.1 & B.1.1 CAPACITY 1.5 X Bounding Spectrum DEMAND In-Structure SSE Res onse S ectrum B.3, B.3.1, B.3A & B.3A.1 For Median Centered GERS z 1.5 X In-Structure SSE Res onseS ectrum From the data given in GIP (Reference 3.1) Capacity based on Bounding Spectrum and GERS has been plotted against the Browns Ferry SSE Ground Response Spectrum

( Figure 2.5 Reference 3.4) and In-Structure Response Spectrum (Reference 3.3) in Figures A.1, A.2, A.2A, B.1, B1.1, B.3, B.3.1, B.3A 8 B.3A.1. Allplots have been made for 5% damping and envelope of North-South and East-West data.

Following observations are made from plots of Figures for capacity versus demand:

Figure A.1:

Bounding Spectrum always envelops SSE Ground Response Spectrum.

So capacity is greater than demand for equipment located within about 40'rom effective grade and has fundamental frequency above about 8hz.

Figure A.2:

GERS for given mechanical equipment envelops 1.5 X 1.5 X SSE Ground

Response

Spectrum.

So capacity for given equipment are greater than demand provided caveats are met.

Figure A,2A:

GERS for given electrical equipment envelops 1.5 X 1.5 X SSE Ground

Response

Spectrum.

So capacity for given equipment are greater than demand provided caveats are met.

Figure B.1:

This figure is for Reactor Building (outside Drywell) only. 1.5 Times Bounding Spectrum envelops in-structure response at elevation 565 and 519. For elevation 593, peak in-structure response is slightly higher than the 1.5 X Bounding Spectrum curve and it does not meet the exception rule for narrow band exceedences discussed above (i.e., average ratio of in-structure response to 1.5 times Bounding Spectrum is less than unity).

So seismic demands for equipment located at Reactor Building floor elevation 565 and below is less than the capacity based on Bounding Spectrum, but equipment located at Reactor Building above elevation 565 is not enveloped by the 1.5 times Bounding spectrum curve.

Figure B.1

~ 1 This figure is for Diesel Generator (DG) Buildings and Intake Pumping Station (IPS) structure only. 1.5 Times Bounding Spectrum curve does not envelope in-structure response of DG building and IPS structure.

I DVD B

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PREP DATE t -lq ~~

CHKD DATE Figure B.3:

Figure B.3.1:

This figure is for Reactor Building (outside Drywell) only. GERS for the given mechanical equipment always envelops 1.5 times SSE in-structure response spectrum.

So seismic capacity of equipment based on GERS is always greater than seismic demand provided all the caveats are met.

This figure is for Diesel Generator Building and Intake Pumping Station (IPS) structure only. GERS for the given mechanical equipment always envelops 1.5 times SSE in-structure response spectrum.

So seismic capacity of equipment based on GERS is always greater than seismic demand provided all the caveats are met.

Figure B.3A: This figure is for Reactor Building (outside Drywell) only. GERS for the given electrical equipment does not always envelops 1.5 times SSE in-structure response spectrum.

So it is required to be determined on a case by case basis whether seismic capacity of equipment based on GERS is greater than seismic demand provided all the caveats are met.

Figure B.3A.1:

This figure is for Diesel Generator Building only. GERS for the given electrical equipment does not always envelops 1.5 times SSE in-structure response spectrum.

So it is required to be determined on a case by case basis whether seismic capacity of equipment based on GERS is greater than seismic demand provided all the caveats are met. There are no electrical equipment located in IPS structure which is on SSEL.

In Table 1, attempt has been made to determine basis for seismic capacity and demand for Mechanical equipment contained in the SSEL for BFN units 2 8 3, Similarly, Table 2 has been generated for Electrical equipment contained in the SSEL for BFN units 2 8 3. Note that there are no equipment classes 5 (Horizontal Pumps),

11 (Chillers), 12 (AirCompressors) and 19 (Temperature Sensors) in BFN SSEL.

SHEET FIGUR

.1 CD%OOOO-940339 SEISMIC CAPACITYVS SEISMIC DEMANDFOR BFNP 5% DAMPING PREP:6'S4 DATE~i- - I BOUNDING SPECTRUM (FIG 4 2OFGIP) VS SSE GROUNO RESPONSE SPECTRA cHK~goAvE+Io i<]<is 0.8 0.6 Q

K0I-K lLl LLI o

0.4 O

BOUNDINGSPECTRUM 0.2 SSE GROUND RESPONSE SPECTRUM 0

0 5 '0 15 20 FREQUENCY (HZ)

REF. FIG 2.6-16 OF FSAR FOR GROUND RESPONSE SPECTRUM 25 30 35

25 PIG A.2 (MECH CAL EQUIPMENT)

SEISMIC CAPACITYVS SEISMIC DEMANDFOR BFNP 5% DAMPING pppp:~OAQ~~

1.5 X 1.5 X SSE GROUND RESPONSE SPECTRA VS GERS cHKa:go~oav~cr 5"

GERS ¹ 8A (MOTOR OPERATORS'N VALVES) 20 15 U

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K LU LI O

10 O

GERS ¹ 18 (INST ON RACKS-TRANSMITTERS)

GERS ¹7 (AIR OPERATED VALVE)

GEQS ¹ 8B (SQLENOjQ OPERATED VALVE)

GERS ¹ 8B (ASCO TYPE 206-381

'OLENOID VALVE) 1.5 X 1;5 X SSE GROUND RESPONSE SPECTRA 0

0 10 5

15 20 25 FREQUENCY (HZ)

REFER FIGURE 2.5-15 OF FSAR FOR GROUND RESPONSE SPECTRA 30 3I

FIG A.2A (ELECTRICALEQUIPMENT)

SEISIIIIIC CAPACITYVS SEISMIC DEMANDFOR SFNP 5% DAMPING. cHKo+~aar~c 1.5 X 1.5 X SSE GROUND RESPONSE SPECTRA VS GERS (Y

3 R0 K

LLI Ill UO GERS¹ 16B (INVERTER GERS¹ 2B &3B (LVS CAVEAT1W &

~

MVSCAVEAT1-9, 13)'ERS¹ 1B

~

(MCC FOR FUNCTION DURING)

'ERS¹ 15 (BATTERIES ON RACKS)

GERS¹ 14A (DISTRIBUTIONPANEl.-

SWITCHBOARDS)'ERS¹ 4

(TRANSFORMER-DRYTYPE)

GERS¹1A (MCC FOR FUNCTION AFTER)

GERS¹ 2A, 3A, 14B

~

~

(LVS, MVS &DISTPANEL-PANEL BOARDS)

GERS¹'16A

- - - -(BATT/RYCHARGER) -

~ --

1.5 X 1.5 X SSE GROUND RESPONSE SPECTRA 0

5 15 20 FREQUENCY (HZ)

REFER FIGURE 2.5-15 OF FSAR FOR GROUND RESPONSE SPECTRA 25 30 35

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FE TERNAL EV PEE SHEET 17 OF BFN UNIT 0

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CEACTOR BUILDINGRESPONSE SPECTRA BROADENED RESPONSE SPECTRA (SSE)

UNBROADENED RESPONSE SPECTRA (SSE)

REQUENCY 565 593 621 639 FREQUENCY 565 593 621 639 0.5 2A 2.5 2.8125 3.6 4.8 5.1 5.294 5.357 6.47 6.5476 7.5 8.1 8.82 10 0.1158 0.204 0.3944 OA98 0,5674 0.6576 0.7184 0.7'184 0.421 0.3666 0.388 0.388 0.1164 0.2116 0.4118 0.5778 0.6474 0.9528 1.2256 1.3444 1.3444 0.7614 0.6068 0.4644 0.1172 0.1176 0.22 0.223 0.4336 0.443 0.4372 0.448 0.705 0.8172 0.884 1.4058 1.591 1.9358 2.227 2.1462 2A8 2.1462 2A8 1.2332 1.448 0.9952 1.187 0.7894 0.966 0.56 1.22 2.22 2.67 2.78 3.13 4.00 5.33 5.67 5.88 5.95 5.88 5.95 6.82 7.27 7.36 8.02 8.18 9.09 0.1158 0.1164 0.204 0.2116 0.3944 0.4118 0.498 0.5778 0.6474 0.5674 0.9528 0.6576 1.2256 0.7184 1.3444 0.7184 1.3444 0.421 0.7614 0.3666 0.6068 0.388 0.4644 0.388 0.1172 0.22 0.4336 0.4372 0.8172 1.4058 1.9358 2.1462 2.1462 1.2332 0.9952 0.7894 0.1176 0.223 0.443 0.448 0.705 0.884 1.591 2.227 2.48 2.48 1.448 1.187 0.966 10.8 12 13.8 13.94 14.7 0.388 0.3756 0.5004 0.5774 0.4272 0.4996 0.612 0.5838 9.82 0.5072 0.618 10.91 0.466 0.522 12.55 12.67 0.4446 0.537 13.36 0.388 0.3756 0.4272 0.5004 0.4996 0.5774 0.612 0.5838 0.5072 0.466 0.4446

'.618 0.522 0.537

IND VD IN IN L

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F RA ND N LEV SHEET~1 OF BFN UNIT 0 PREP DATEv- 'lo -q,-.

CHKD D DATE/o~p BROADENED RESPONSE SPECTRA (SSE)

UNBROADENED RESPONSE SPECTRA (SSE)

REQUENCY 565 593 621 639 FREQUENCY 565 593 621 639 14.87 16 20 28 0.6278 0.5964 0.6424 0.4476 0.5158 0.6126 0.429 0.346 0.433 0.399 0.537 0.537 0.517 0,47 13.52 14.55 18.'18 25A5 0.6278 0.5964 0.6424 0.5158 0.6126 0.346

~

0.433 0.537 0.4476 0.537 0.429 0.517 0.399 0.47 33 0.24 0.32 0.38 0.44 30.00 0.24 0.32 0.38 0.44

B.1 SHEET i SEISMIC GAPA Y VS SEISMIC DEMAND SPECTRA COMPARISON FOR REACTOR BLDG 5% DAMPING GHKp'ing 1.5 X BOUNDING SPECTRUM FIG 4-2 OF GIP VS IN-STRUCTURE SSE RESPONSE 2.5 EL. 639

'Q 0F 1.5 OO 5.5 Hz

.. 58Hz.

4.8 Hz 2Hz 7,3.Hz EI. 593 1.5 X BOUNDING SPECTRUM 0.5 0

0 EI. 565 10 EI. 519 15 20 25 30 35 FREQUENCY (HZ)

REFER FIGURE J-EW-100.6, J-EW-7.6, J-EW-6.6, J-EW-5.6, J-EW-4.6 OF MARS REPORT FOR RESPONSE SPECTRA (UNBROADENED BY 10%)

L N

A RAMETE RA AND D AL PLANT EXAMIN N

F EXTE L EVEN EEE El SHEET~2 OF BFN UNIT 0

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4 PREP ~

DATEm-is~~

CHKD~DATE+ogu9V DIESEL GENERATOR 8c IPS BUILDINGRESPONSE SPECTRA BROADENED RESPONSE SPECTRA (SSE)

UNBROADENED RESPONSE SPECTRA (SSE)

REQUENCY DG 561 DG 583 DG 594 DG 607 IPS 565 REQUENCY DG 561 DG 583 DG 594 DG 607 FREQUENCY IPS 565 0.5 0.2016 0.2018 0.2018 0.202 0.1159 0.59 0.2016 0.2018 0.2018 0.202 0.56 0.1159 1.2 0.3658 0.3696 0.3698 0.3686 0.4884 0.4930 0.495 0.4946 0.2224 0.2879 1.41 1.76 0.3658 0.4884 0.3696 0.4930 0.3698 0.495 0.3686 0.4946 1.33 1.67 0.2224 0.2879 1.785 2.4 0.624 0.632 0.636 0.638 0.3792 2.10 2.82 0.624 0.632 0.636 0.638 1.98 2.67 0.3792 2.415 0.624 0.632 0.636 0.638 2.6775 0.724 0.744 0.752 0.7464 3.6225 0.724 0.744 0.752 0.7464 2.84 3.15 4.26 0.624 0.724 0.724 0.632 0.744 0.744 0.636 0.752 0.752 0.638 0.7464 0.7464 2.68 2.98 4.03 3.9 4.14 5.1 0.7124 0.7388 0.7468 0.7366 0.712 0.708 0.766 0.792 0.8004 0.3883 4.59 4.87 6.00 0.7124 0.712 0.708 0.7388 0.766 0.7468 0.792 0.7366 0.8004 4.33 4.60 5.67 0.3883 5.8639 0.708 6.90 0.708 6.52 6.0 6.9 0.8936 0.944 0.8684 0.8284 1.028'.0606 0.9124 7.06 8.12 0.8284 0.8936 1.028 0.944 1.0606 0.8684 0.9124 6.67 7.67 7.225 0.882 '.090 1.16 7.8108 0.882 8.50 9.19 0.882 0.882 1.090 1.16 8.03 8.68 8.4 1.3702 1.491 1.3164 0.4214 9.88 1.3702 1.491 1.3164 9.33 0.4214

L T N

F BA I

PARA ETE FOR A4 AND N

D ALPLA TEX INA FE E

N LEVENT EEE E

I SHEET 21 OF BFN UNIT0

~D.

PREP DAYE~m-x CHKD DATE~~i BROADENED RESPONSE SPECTRA (SSE)

UNBROADENED RESPONSE SPECTRA (SSE)

FREQUENCY 10.2 DG 561 DG 583 1.131 1.572 1.558 2.03 DG 594 1.7192 2.176 DG 607 1.4632 2.3484 IPS 565 0.4363 REQUENCY DQ 561 10.59 1.131 12.00 1.558 DG 583 DG 594 DG 607 1.572 1.7192 1.4632 2.03 2.176 2.3484 FREQUENCY IPS 565 10.00 11.33 0.4363 10.2935 12.6 13.9265 14.0386

'j.584 2.076 1.584 2.076 1.578 2.23 223 2A09 2A09 0.5781 12.11 12.11 12.21 1.584 1.584 1.578 2.076 2.23 2.409 2.076 2.23 2.409 11.44 14.00 0.5781 15.47 15.60 14.1 15 2.0716 1.394 1.8658 2.2256 2.0138 2.406 2.1844 0.9197 0.9955 12.26 13.04 1.394 2.0716 2.2256 2.406 1.8658 2.0138 2.1844 15.67 0.9197 16.67 0.9955 15.4639 16.5 18 18.9003 0.9234 1.2286 0.6818 0.8852 1.3246 0.9526 1.4354 1.0292 1.014 1.014 13.45 14.35 0.9234 15.65 0.6818 16.44 1.2286 1.3246 1.4354 0.8852 0.9526 1.0292 17.18 17.18 1.014 1.014 20 28 33 0.38 0.46 0.5570 0.732 0.448 0.565 0.808 0.62 0.502 0.8158 0.609 0.48 0.9295 0.5058 0.24 28.70 0.38 17.39 0.5570 24.35 0.448 0.732 0.808 0.8158 0.565 0.62 0.609 0.46 0.502 0.48 30.00 0.24 18.18 0.9295 25.45 0.5058

2.5 SHEET ~~

Fl

.0 (DG & IPS)

CD-Q0000-940 SEISMIC CAPACITYVS SEISMIC DEMAND PREP:~~DATE v

~ x<~

CHKD:~~DATE lola/5g SPECTRA COMPARISON FOR DG AND IPS BLDG 5% DAMPING 1.5 X BOUNDING SPECTRUM (FIG 4-2 OF GIP) VS IN-STRUCTURE SSE RESPONSE D.G EL. 607 D.G EI. 594

~ D.G EI. 583 D.G EI. 561

~

1.5 0I-K O

1.5 X BOUNDING.SPECTRUM IPS EL.505 0.5

=

0 0

10 15 20 30 FREQUENCY (HZ)

NOTE: REFER FIGURE F-NS-1.6, F-NS-4.6,F-NS-5.6, F-NS-6.6, A.2-EW-5.6 OF MARS REPORT FOR IN-STRUCTURE RESPONSE SPECTRA (DG BLDG UNBROADENED BY 15% & IPS UNBROADENED BY 10%)

FIG B.3 (MECHANICALEQUIPMENT)

SEISMIC CAPACITYVS SEISMIC DEMAND SPECTRA COMPARISON FOR REACTOR BLDG 5% DAMPING GERS VS 1.5 X IN-STRUCTURE SSE RESPONSE SPECTRA SHEET~zOP CD-Q0000-940339 PREP

'5 DATE~ro-rr-err OHKD o

DATE ro/Oro" fT" 25 GERS II8A (MOTOR OPERATOR ON VALVES) 20 15 0

o" 10 GERS<<18 (INST ON RACKS EL 639.

-TRANSMITTERS)'ERS ¹ 7 (AIR OPERATED VALVE)

GERS <<8B (SOLENOID

~

OPERATED VALVE)

I

'GERS <<8B

'(ASCO TYPE 206-381

~ SOLENOID,VALVE)

'I. 621

- - - EI.-519-0 0

10 15 20 30 35 FREQUENCY (HZ)

REFER FIGURE J.EW-100.6, J-EW-7.6, J-EW4.6, J-EW-5.6, J-EW-4.6 OF MARS REPORT FOR IN-STRUCTURE RESPONSE SPECTRA (UNBROADENED BY 10%)

FIG 8.3.'I (DG & IPS) (M NICALEQUIPMENT)

SEISMIC CAPACITY VS ISMIC DEMAND SPECTRA COMPARISON FOR DG AND IPS BLDG 5% DAMPING GERS VS 1;50 X SSE IN-STRUCTURE RESPONSE SPECTRA SHEET~~0 CD-Q0000-94033 PREP;g. (~DATE<o CHKD:~+2>

DATE~A'~ 'J'-

GERS ¹8 MOTOR OPERATORS ON VALVE 20 l5 0I-o 10 GERS¹ 18

~

INSTRUMENT ON TRANSMITTERS RACK-GERS¹7 AIR -OPERATED VALVE GERS¹ 8B SOLENOID OPER VALVE I

GERS¹ SB SOLENOID OPER VALV ASCO TYPE 206-381)

DG EL.607,'G EI. 583 I

D 0

0 10 15 20 30 FREQUENCY (HZ)

REF. FIGURE F-NS-1.6, F-NS.4.6, F-NS-5.6, F-NS46, A.2.EW-5.6 OF MARS REPORT FOR IN-STRUCTURE RESPONSE SPECTRA (UNBROADENED 15% FOR DG & 10% FOR IPS)

FIG BP3A (ELEC ALEQUIPMENT)

SEISMIC CAPACITYVS SEISMIC DEMAND SPECTRA COMPARISON FOR REACTOR BLDG 5% DAMPING GERS VS 1.5 X IN-STRUCTURE SSE RESPONSE SPECTRA SHEET ~OF CD-Q0000-940339 PREP:~OATEN CHKD QOD DATE ~l5 GERS¹ 2B (LVS FOR MVS CAV 4

El.

G 3

R0I-KIll LIl OO 8c 3B AVEAT1-8 &

T 1-9, 13)

. 639 21 GERS¹ 1B (MCC FOR FUNCTION DURING)

EI. 593 GERS¹15 (BATI'ERIES ON RACK)

GERS¹ 16B

~ (INVERTER)

GERS¹ 14A (DISTRIBUTIONPANEL-SWITCH BOARDS)

GERS¹4 (DRY TYPE TRANSFORMER)

GERS¹ 1A MCC FOR FUNCTION AFTER)

GERS¹ 2A, 3A; 14B (LVS, MVSac DIST PANEL- 'PANELBOARDS)

GERS¹ 16A (BATTERYCHARGER) 10 15 20 25 30 35 FREQUENCY (HZ)

REFER FIGURE J EW 100 6E J EW 7 6PJ EW 6 6P J EW 6 6P J EW I 6 OF MARS REPORT FOR IN STRUCTURE RESPONSE SPECTRA (SPECTRA UNBROADENED BY 10%)

FIG B.3A.1 (DG) (ELE AL EQUIPMENT)

SEISMIC CAPACITY EISMIC DEMAND SPECTRA COMPARISON FOR DIESEL GENERATOR BLDG 5% DAMPING GERS VS 1.50 X SSE IN-STRUCTURE RESPONSE SPECTRA SHEET~2OF+

CD-Q0000-940339 PREP:

DATE~(4. <I -.

CHKD:

oD DATE lo <</0<

Q 3

R0I-K UJ O

GERS¹ 2B &'3B (LVS FOR CAVEAT1% &

MVS CAVEAT1-9, 13)

'ERS¹15

~ (BATTERIES ON RACK)

D.G EI. 583 D.G EL. 607 GERS¹'14A (DIST P~EL SWITCH BOARDS)

GERS¹ 4 (DRYTYPE TRANSFORMER)

GERS¹ 1A (MCC FOR

~

FUNCTION AFTER).

GERS¹ 2A, $A, 14B (LVS, MVS & DIST PANEL-PANELBOARDS)

. GERS¹ 16A

~ (BATTERYCHARGER) 0 0

GERS¹ 1B'MCC FOR.

FUNCTION DURING) 10 D;G EI. 561 15 20 GERS¹ 16B (INVERTER)

~

25 30 FREQUENCY (HZ)

REFER FIGURE F NS 1 6 F NS46 F NS 5 6y F NS 6 6 OF MARS REPORT FOR IN STRUCTURE RESPONSE SPECTRA (UNBROADENED BY 15%)

L T N

B I

ARA ETE I

D ID L PLAN E AMIN EE E

I R A4 AND E

E LEVE T SHEET~2OF BFN UNIT0

~o.

PREP Ali DATE CHKD+crD DATE~(o i~4 0 Table 1

'SEISMIC CAPACITYAND DEMANDOF MECHANICALEQUIPMENT EQUIP LASS EQUIP TYPE WITHIN40 FEET & FREQUENCY > BHZ METHOD A ATANYELEV. &FREQ METHOD B EARTHQUAKEEXPERIENCE DATABASE REMARKS CAPACITY DEMAND CAPACITY DEMAND B.SPECTRA GERS VERTICAL PUMPS BOUNDING SPECTRUM SSE GROUND

RESPONSE

SPECTRUM 1.5X B.S PUMPS: DEEP-WELL &

IN-STRUC SSE CENTRIFUGALMOTOR:

RESPONSE

TO 7000 HP, 95 TO 16000 SPECTRA GPMi IMPELLER SHAFT 20 FT CANTILEVER NO GERS

1) ALLVERTICAL PUMPS IN SSEL ARE LOCATED WITHIN40 FT FROh GROUND EL'EVATION.

BA BB FLUID-OPERATED VALVES MOTOR OPERATED VALVES SOLENOID OPERATED VALVES BOUNDING SPECTRUM BOUNDING SPECTRUM BOUNDING SPECTRUM SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM 1.5 X B.S GERS 1.5 X B.S GERS 1.5 X B.S GERS IN-STRUC SSE

RESPONSE

SPECTRA 1.5 x IN-STRUC SSE

RESPONSE

SPECTRA IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA ACTUATEDBY: AIR, WATER OR OILVALVE OPERATOR, CANTILEVER LENGTH ANDWEIGHT LIMITSPER FIG.B.7.1 &B.7-2 OF REF.

3.1 (GIP)

INCLUDEMOTOR OPERATOR. VALVEMAY BE ANYTYPE, SIZE OR ORIENTATION. VALVE OPERATOR, CANTILEVER LENGTH ANDWEIGHT LIMITSPER FIG B.8-1 OF REF. 3.1 (GIP)

INCLUDESOLENOID OPERATOR. LIGHTER THANMOV. VALVE OPERATOR, CANTILEVER LENGTH ANDWEIGHT LIMITSPER FIG B.8-1 OF REF. 3.1 (GIP)

AIR OPERATED GATE OR GLOBE VALVESOF SPRING OPPOSED, DIAPHRAGMTYPE NEUMATICACTUATORS.

SIZE: 12 TO 40'T WEIGHT s500II

'LECTRIC MOTOR OPERATORS FOR GATE, GLOBE PLUG, BALLOR BUTTERFLYTYPE VALVES. WT:150 TO 3500 II. REALISTICPIPING AMPLIFICATIONSHOULD BE INCLUDEDAS APPROPRIATE.

CONSIST OF:SOLENOID ACTUATOR & VALVE CONTAININGAN ORIFICE.

WT: UP TO 45 LBS, PIPE DIA s 1", PRESSURE s 600 PSI. REALISTIC PIPING AMPLIFICATIONSHOULD BE INCLUDEDAS APPROPRIATE.

1) MOST EQUIPMENT CLASS 7 IN SSEL ARE LOCATEDWITHIN40 FT FROM GROUND ELEVATION.
1) MOST EQUIPMENT CLASS BA IN SSEL ARE LOCATEDWITHIN40 FT FROM GROUND ELEVATION.
1) MOST EQUIPMENT CLASS BB IN SSEL ARE LOCATEDWITHIN40 FT FROM GROUND ELEVATION

~ f

L FB ND D

L PLA TEX A

EER ANO L EVE SHEET~2 OF BFN UNIT0

~D.

~ 4 PREP DATE m-xq o,~

CHKD DATE~os CC EQUIP EQUIP TYPE LASS WITHIN40 FEET 8 FREQUENCY > 8HZ METHODA ATANYELEV. Ec FREQ METHOD B EARTHQUAKEEXPERIENCE DATABASE REMARKS 10 18 FANS AIR HANDLER INST ON RACKS CAPACITY BOUNDING SPECTRUM BOUNDING SPECTRUM BOUNDING SPECTRUM DEMAND SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM CAPACITY 1.5X B.S 1.5X B.S 1.5X BS GERS DEMAND IN-STRUC SSE

RESPONSE

SPECTRA IN-STRUC SSE

RESPONSE

SPECTRA IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA B.SPECTRA AXIAL4 CENTRIFUGAL FAN. MOTORS 1HP TO 200 HP.FLOW: 1,000 TO 50,000 CFM, WT:100. 1000 II DIFF PRESSURE: 1/2'O 5" OF WATER ENCLOSURE SIZE: 2' 10'.

FANS dc COIL BOLTED INSIDE.

RACKS: STEEL MEMBERS BOLTED OR WELDED TOGETHER INTO A FRAME.

SIZE: 4-8 FT HT X 3-10 FT WIDE COMPONENTS:

PRESS SWITCHES, RANSMITTERS, GAUGES, RECORDERS, HAND SWITCHES, MANIFOLD8c SOLENOID VALVES.

GERS NO GERS NO GERS INCLUDES:PRESSURE, TEMP, LEVEL5 FLOW TRANSMITTER.SIZE: UP TO 40 II. MAXDIMENSION OF ATRANSMITTERIS c, 12"

1) ALLEQUIPMENT CLASS 9 IN SSEL ARE LOCATED IN DG BLDG ONLY(WITHIN40 FT).
1) ALLEQUIPMENT CLASS 10 IN SSEL ARE LOCATED IN RB (WITHIN40 FT). 2) 1.5 TIMES BS >

IN.STRUCTURE SSE RESPONSE SPECTRA

1) ALLEQUIPMENT CLASS 18 IN SSEL ARE LOCATED IN RB (WITHI 40 FT FROM GROUND ELEVATION).
2) 1.5 TIMES BS > IN-STRUCTURE SSE RESPONSE SPECTRA.

21 TANK8c HEAT EXCHANGER SEE SECTION 7 OF GIP (REFERENCE 3.1)

NO B. SPECTRA NO GERS SEE TABLES 7-1 8c?W FOR APPLICABLERANGE OF PARAMETERS ANDASSUMPTION FOR VERTICALAND HORIZONTAL TANKS RESPECTIVELY

L D

D L

LA EX EEE E

R E

E AND EVE SHEET ~2 OF BFN UNIT0

~0.

PREP~~DATE i CHKDJ~DATE l n g~

Table 2 SEISMIC CAPACITYAND DEMANDOF ELECTRICALEQUIPMENTS EQUIPT CLASS EQUIPMENT TYPE CAPACITY DEMAND WITHIN40 FEET &FREQUENCY

> 8 HZ METHODA ATANYELEV. & FREQ METHOD B CAPACITY DEMAND B. SPECTRUM GERS EARTHQUAKEEXPERIENCE DATABASE REMARKS MCC LOW VOLTAGE SWITCH GEAR MEDIUM VOLTAGE SWITCH GEAR BOUNDING SPECTRUM BOUNDING SPECTRUM BOUNDING SPECTRUM SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM 1.5 X B.S GERS 1.5 X B.S GERS 1.5 X B.S GERS IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA MOTOR: < 600 V. MCC:

SINGLE OR DOUBLE SIDED, DIM:20-24" W X 18-24" D X 90 TALLiWT i 650 ¹ I SECTION, MULTIPLE SECTIONS BOLTED TOGETHER.

CONSTRUCTION PER NEMA STANDARDS

< 600 VOLTS, SWITCHGEAR SSY: 2046" W X 60" D X 90" HT, WT: 2000 ¹. MULTIPLE SECTIONS BOLTED TOGETHER.

CONSTRUCTION PER ANSI STANDARDS.

NCLUDES ELEC SWITCHING

&FAULTPROTECTION CIRCUIT BREAKERS FOR SYSTEM 2400 4160 VOLTS.

DIM:90' X 24-36" W X 90'T.

WT: 2000-3000 LBS PER SECTION. CIRCUIT BREAKER WT: 600-1200 ¹ EACH. CAPACITY:1200-3000 AMP. CONSTRUCTION PER ANSI STANDARDS.

OTOR: 600V AC & 250V DC. DIM:20 "W X 20'D X 90"HT PER SECTION, THICKNESS c 14GA. WT: 200-800 LBS ISECTION. COMPONENTS:

CONTACTORS, OVERLOAD RELAYS, OTHER RELAYS, CIRCUIT BREAKERS, DISCONNECT SWITCHES, CONTROL OR DIST TRANSFORMERS & PANEL BOARD. GERS: FUNCTION DURING &

. FUNCTION AFTER RATING: MAX600V AC OR 250V DC.

DIM 2030 WX60 DX8090 HTi THICKNESS c 14 GA, WT: 1000-1600 ¹.

LIMITEDTO ITE/BROWN BOVERI, ESTINGHOUSE OR GE. GERS: MEETS CAVEATS 1-8, AND MEETS ALL CAYEATS 1-10.

RATED: 5000V AC. ENCLOSURE DIM:

30"W X 60"D X 90" HT, THICK: c 12 GA.

WT: 3000-5000 LBICUBICLE FOR CIRCUIT BREAKER. GERS: MEETS CAVEATS 1-9 & 13; AND MEETS ALL CAVEATS 1-13.

1) 1.5 X BS < IN-STRUCTURE RESPONSE SPECTRA EXCEPT RB EL.

565

2) GERS<1.5X IN-STRUCTURE RESPONSE SPECTRA EXCEPT RB EL 565
1) 1$ XBS<IN.

STRUCTURE RESPONSE SPECTRA

2) GERS<1.5X IN-STRUCTURE RESPONSE SPECTRA
3) ALLEQUIPMENT CLASS 2 ON SSEL LOCATED O RB621.
1) 1.5 X BS < IN-STRUCTURE RESPONSE SPECTRA
2) GERS<1.5X IN-STRUCTURE RESPONSE SPECTRA

L N

D D AL PLAN E

EE E

P AME E

.0~

SHEET ~g OF BFN UNIT0

~0..

4 PREP DATE~<- s-1 x CHKD DATE~o~s EQUIPT CLASS EQUIPMENT TYPE WITHIN40 FEET & FREQUENCY

>8HZ METHODA DEMAND CAPACITY CAPACITY DEMAND ATANYELEV. & FREQ METHOD B B.SPECTRUM GERS EARTHQUAKEEXPERIENCE DATABASE REMARKS 13 14 15 TRANSFORM ER MOTOR-GENERATOR DISTRIBUTIO N PANELS BATTERIES ON RACKS BOUNDING SPECTRUM BOUNDING SPECTRUM BOUNDING SPECTRUM BOUNDING SPECTRUM SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM SSE GROUND

RESPONSE

SPECTRUM 1.5 X B.S GERS 1.5 X B.S 1.5 X B.S GERS 1.5 X B.S GERS IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA IN-STRUC SSE

RESPONSE

SPECTRA IN-STAUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA INCLUDE: SUBSTATION TYPE 4160/480 VOLTS &

DIST TYPE 480/120 VOLTS.

RANGE FROM 10" X 10" X 10" & WT: 50-100¹ (FOR ALLMOUNTEDDIST TYPE)

TO 40-100' X 40-100" D X 60-100" HT &WT: 2000-150005¹ FOR SUB.

WT: 50 TO 5000 LBS.

MOTOR, GENERATOR, FLYWHEEL& CONDUITS INCLUDEDIN EQUIP CLASS RANGE: AC400V, DC-250V.

TYPES: SWITCHBOARD (NORMALLYFLOOR-MOUNTED2(440" D&WX 90" HT, WT:500 LB) &

PANELBOARDS (NORMALLY ALL-MOUNTED2040" HT &

W X 6-12" D, WT: 30-200 LB)

CONST PER NEMA STANDARDS INCLUDEBATTERIES &

SUPPORT STRUC. WT: 50-450 LB/BATTEAY.TYPES:

LEAD-ACIDSTORAGE BATTERY-CALCIUMFLAT PLATE & PLANTE OR MANCHEX,ANTIMONYFLAT PLATE OR TUBULAR.

INCLUDEONLYDRY TYPE WITH7.5-225 KVACAPACITY&.VOLTAGE

'ATING120480 VOLTS AC. WALL

. MOUNTED OR FLOOR MOUNTED.

NO GERS RANGE: AC-600V, DC-250V.

TYPES:SWITCHBOARD (NORMALLY FLOOR-MOUNTED 20"D X36"WX 90" HT) & PANELBOARDS (NORMALLY WALL-MOUNTED48' X 24" W X 12" D). GERS: SWITCHBOARDS &

PANELBOARDS INCLUDES STORAGE BATTERYSETS OF LEAD-CALCIUMTYPE. RACKS:

TWO-STEP OR SINGLE-TIER WITH LONGITUDINALCROSS-BRACES.

1) 1.5 X BS < IN-STRUCTURE RESPONSE SPECTRA
2) GERS<1.5X IN-STRUCTURE RESPONSE SPECTRA EXCEPT RB EL 565 AND DG EL.565
1) 1.5 X BS < IN-STAUCTURE RESPONSE SPECTRA
2) ALLEQUIPMENT CLASS 13 ON SSEL LOCATED O RB621 & 639
1) 1.5 X BS < IN-STRUCTURE RESPONSE SPECTRA
1) 1.5X BS < IN-STRUCTURE RESPONSE SPECTRA
2) GERS>1.5X IN-STAUCTURE RESPONSE SPECTRA

L F

0 VID L

LA TEXA IN E

E EX E

-0 EVE SHEET~1 OF BFN UNIT0

~0.

-4 PREP DATE~ - I

.. c~~

CHKD DATE ig gg EQUIPT CLASS EQUIPMENT TYPE ATANYELEV. &FREQ METHOD B WITHIN40 FEET & FREQUENCY

) 8HZ METHOD A CAPACITY DEMAND CAPACITY DEMAND B.SPECTRUM GERS EARTHQUAKEEXPERIENCE DATABASE REMARKS 16 BATTERY CHARGERS AND INVERTER (BCI)

BOUNDING SPECTRUM SSE GROUND

RESPONSE

SPECTRUM 1.5 X B.S GERS IN-STRUC SSE

RESPONSE

SPECTRA 1.5 X IN-STRUC SSE

RESPONSE

SPECTRA HOUSED IN FLOOR OR WALL-MOUNTEDCABINET.

LIMITEDTO SOUD STATE Cl. WALL-MOUNTED:10-20" D,W &HT;WT: 50-200 ¹.

FLOOR-MOUNTED:

2040',DX6MO'T; WT:100S-1000S ¹.

RANGE: AC 120480 V, DC 24-240 V. INCLUDES SHEET METALENCLOSURE (NEMA ANDULSTANDARDS), ALL INTERNALCOMPONENTS, JUNCTION BOXES &

ATTACHEDCABLES OR CONDUITS, BCI UNITS OF SOLID STATE TECHNOLOGY HARGER RANGE: 25-600 AMP,24-250V DC & 120480 VAC. HOUSED IN NEMA TYPE FLOOR OR WALLMOUNTED ENCLOSURE.

INVERTER CAPACITY:0.5-15 KVAI 120V DC & 12M80V AC. HOUSED IN NEMATYPE FLOOR-MOUNTED ENCLOSURE. BCI UNITS OF SOLID STATE TECHNOLOGY

1) 1.5 X BS < IN-STRUCTURE RESPONSE SPECTRA
2) GERS < 1.5 X IN-STRUCTURE RESPONSE SPECTRA EXCEPT RB EL.593 17 ENGINE BOUNDING GENERATOR SPECTRUM SSE GROUND

RESPONSE

SPECTRUM 1.5 X B.S IN-STRUC SSE

RESPONSE

SPECTRA AC POWER. 200 -5000 KVA:

UTPUT: 480V,2400V, 4160V; 40(44000 HP NO GERS

1) ALLEQUIPMENT CLASS IN SSEL ARE LOCATED IN DG BLDG ONLY(WITHIN4 20 INSTR &

CONTRL PANELS &

CABINETS BOUNDING SPECTRUM SSE GROUND

RESPONSE

SPECTRUM 1.5 X B.S IN-STRUC SSE

RESPONSE

SPECTRA SWITCH BOARD & BENCH BOARDS. FREESTANDING, BRACED AGAINSTWALLOR TO EACH OTHER NO GERS 1)MOST EQUIPMENT CLASS 20 IN SSEL ARE OCATED IN CONT BAYEL 17 (NOT WITHIN40 FT).2 1.5 TIMES BS < IN-STRUCTURE SSE RESPONSESPECTRA.

DIV D L

L T

PEEE A

N T X E L

V T

SHEET ~2 OF BFN UNIT0

~aa..

a PREP DATEi CHKD DATE~i> <

6.3 IPEEE (SEISMIC) STUDY 6.3.1 SCREENING PROCESS Based on screening criteria given on EPRI NP-6041-SL (Reference 3.2), type of structures and equipments located at Browns Ferry Nuclear Plant have been evaluated.

Table 3 and Table 4 lists the basis of seismic margin evaluation for structures and equipment.

initial screening is accomplished by this method.

e I DVD L

T XA INAT FE ER LEV D

SHEET ~3 OF BFN UNIT0 PREP

~

DATE 'a-(4~.

CHKD o

DATE~oa. cjoy Table 3

SUMMARY

OF CIVILSTRUCTURES SCREENING CRITERIA FOR SEISMIC MARGIN EVALUATION (Based on Table 2-3 of Reference 3.2)

TYPES OF STRUCTURES EVALUATION

'EQUIRED YES/NO EXPLANATION Concrete Containment (Post-tensioned and Reinforced)

Freestanding Steel Containment Containment Internal Structures Shear Walls, Footings and Containment Shield Walls Dia hra ms Category I Concrete Frame Structures Category I Steel Frame Structures Masonry Walls Control Room Ceilings Impact Between Structures Category II/IStructures NO YES NO NO NO YES YES NO Not required for peak spectral acceleration

< 0.8g, Only major penetratlons to be evaluated for peak spectral acceleration 0.8-1.2 Torus should be reviewed and evaluated forearth uakesexceedin thedesi n basis.

Design is based on SSE of 0.1g or greater.

Design is based on SSE of 0.1g or greater.

Desi n is based on SSE of 0.1 or reater.

Design is based on SSE of 0.1g or greater.

Design is based on SSE of 0.1g or greater.

Essential block walls should be reviewed for seismic event specified to exceed the SSE PG 5-1 5 Ref. 3.2.

Inspect for adequacy of bracing and safety wiring. Nothing else required for (0.8g (PG A-7 Ref. 3.2.

Proper joint material are in place between structures (e.g., Reactor Building and Diesel Generator Building). Nothing required for 0.3 SSE.

There is no safety related equipment located at cate o

II structure.

L T ND SHEET ~4 OF BFN UNIT0 PREP T

DATBe-i'..c)--

CHKD DATE~or:

TYPES OF STRUCTURES Dams, Levies, Dikes Soil Failure Modes, Soil-liquefaction and Slo e Instabili EVALUATION REQUIRED YES/NO YES YES EXPLANATION Establish that Dikes located along the river have been qualified for static and dynamic condition.

Needs to be addressed separately

IP VD L

FBA I

P R

E ER F RA AND AMIN I

F E E

N E

E T A

SHEET:K OF BFN UNIT 0 PREP DATE 4-I4p.+

CHKD d~iDATE~lolu I"

Table 4

SUMMARY

OF EQUIPMENT AND SUBSYSTEM SCREENING CRITERIA FOR SEISMIC MARGINEVALUATION (Based on Table 2-4 Reference 3.2)

EQUIPMENT TYPE NSSS Primary Coolant System (Piping and Vessels)

NSSS Supports Reactor Internals Control Rod Drive Housings and Mechanisms Category I Piping Active Valves Passive Valves Heat Exchangers Atmospheric Storage Tanks Pressure Vessels EVALUATION REQUIRED YES/NO NO NO NO NO YES NO YES YES YES EXPLANATION No suspected intergranular stress corrosion cracking. No review required for 0.3g sites. (pg A-8 Ref.

3.2 Supports are designed for combined loading determined by dynamic SSE and pipe break analysis. No review required for 0.3g sites. (pg A-8 Ref.

3.2 Generally designed for an envelope of various severe loading conditions similar to other NSSS Systems.

Covered by IPE Internal events.

A-9 Ref. 3.2 CRD Housing has lateral seismic su ort.

A-10 Ref. 3.2 Minimal level of walkdown of representative pipin'g required.

A-13 Ref. 3.2 Not required for 0.3g sites. (pg A-12 Ref. 3.2 Not required for 0.3g sites. (pg A-12 Ref. 3.2 Needs to consider only anchorage and su ort.

A-13 Ref. 3.2 Needs to evaluate the tank anchora e.

A-14 Ref. 3.2 Needs to consider only anchorage and support. (pa A-14 Ref. 3.2)

NA VE DV IPEEE E

I P

N FBA I

PA A

ETE F RA4 AND SHEET ~5 OF BFN UNIT0

. ~

PREP ii%4 DATE -la~

CHKDQQ DATE~of+<<aa EQUIPMENT TYPE Buried Tanks Batteries and Racks Diesel Generators (Includes Engine and Skid-mounted E ui ment Horizontal Pumps Vertical Pumps Fans AirHandlers Chillers AirCompressors HVAC Ducting and dampers Cable Trays Electrical Conduit EVALUATION REQUIRED YESINO YES YES YES NO YES YES YES YES YES NO NO EXPLANATION Needs to evaluate piping connections.

A-14 Ref. 3.2 Visual inspection to verify ifbatteries mounted in braced racks designed for seismic toads, rigid spacers between batteries and end restraints exist, batteries tightly supported by side rails.

Visual inspection of anchorages and attachment of peripheral equipment.

A-16 Ref. 3.2 No evaluation required for ~ 0.5g sites No evaluation required for ~ 0.3g sites Units supported on vibration isolators re uire evaluation Units supported on vibration isolators re uire evaluation Units supported on vibration isolators re uire evaluation Units supported on vibration isolators re uire evaluation Walkdown of representative ducting s stem re uired No evaluation required for z 0.3g sites No evaluation required for ~ 0.5g sites

DVD FB ETE A

D EXAM ATI N F EX ERNAL EVENT SHEET ~~l~ OF, BFN UNIT0 PREP~~DATE~L~~

CHKD~p DATE~o~r/ ~

6.3.2 CALCULATIONOF SEISMIC MARGINEARTHQUAKE Browns Ferry is a 0.3 g focused plant as far as IPEEE seismic evaluation is concerned.

Amplificationfactor is calculated based on comparison between BFNP Ground Response (based on 0.2g Housner) to 0.3g Review Level Earthquake (RLE) Ground response based on NUREG CR-0098 median spectral shape.

For Rock site:

Ground Acceleration(A) = 0.3g Ground Velocity(V)= 0.3 x 36 =10.8 in /sec [V/A= 36 For rock]

Ground Displacement(D) = 6V'/A= 6 X(10.8)'/0.3 X 386 = 6.04 inch [AD/V'=6]

For median centered 5% damping amplification factors are:

Acceleration = 2.12 Velocity = 1.65 Displacement = 1.39 So, amplified displacement = 6.04 x 1.39 = 8.39 in amplified velocity = 10.8 x 1.65 = 17.82 in/sec amplified acceleration = 0.3 x 2.12 = 0.636g (say 0.64g)

For Soil site:

Ground Acceleration(A) = 0.3g Ground Velocity(V)= 0.3 x 48 = 14.4 in / sec [V/A= 48 For Soil]

Ground Displacement(D) = 6V'/ A = 6 X(14.4)'/0.3 X 386 = 10.74 inch [AD/V' 6]

For median centered 5% damping amplification factors are:

Acceleration = 2.12 Velocity = 1.65 Displacement = 1.39 So, amplified displacement = 10.74 x 1.39 = 14.93 in amplified velocity = 14.4 x 1.65 = 23.76 in/sec amplified acceleration = 0.3 x 2.12 = 0.636g (say 0.64g)

Table 5 and Figure C.1 show the response spectra plot from which amplification factor is determined for rock foundation.

Maximum acceleration due to 0.3g = 0.64g Corresponding acceleration due to ground response I 8.333 Hz frequency = 0.249g (say 0.25g)

So, amplification factor = 0.64/ 0.25 =~ (For rock foundation)

D VID B

T EXA I AT E

D F

ERN L EVEN SHEET ~~9 OF BFN UNIT 0

~O-PREPS DATE L~-i<~z CHKD~i~DATE~r~+gqr Table 6 and Figures C.2 shows the response spectra plot from which amplification factor is determined for soil foundation.

Maximum acceleration due to 0.3g = 0.64g Corresponding acceleration due to ground response I 7.692 Hz frequency = 0.2629g So, amplification factor = 0.64/0.262 = ~4 (For soil foundation)

Conservatively amplification factors for rock foundation has been utilized for IPEEE evaluations at BFN.

Table 7 provides a summary of the basic parameters relevant to the implementation of USI A-46 and Seismic IPEEE programs.

SHeFV&9 OF BFN Ut4IT 0 PREPS DATE CHKD~~DATE


8FNP'SITE DESIGN SPECTRUM SPECTRUH COHPATI8LK THRS 5.8 Z OAHPIHG ge I X

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18

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18 2 Fl~uro2.5-15Corq>arison of Site Snectruri nnil Spectrum of hccelerntton Titne llistnrv - 5 percent dnr~pinp

a.

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SHEET~ OF BFN UNIT0 PREP DATE a -Lq~

CHKD o

DATE~~qp 40 40 o

~o~

CL Q ~

0 io a

JO

~~

ClOo ai ao a4 a4 Q4 aI Fr equerry, cps RESPONSE SPECTRUM FOR SOIL HORIZONTALSME (5%, 796 AND 10% DAMPING}

SHEETS OF BFN UNIT 0 W

PREPS DATE CHKDQ~DATE pr r

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60 40 20 a.o~

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20 40 60

PE A

A L Tl N

FBA I

A MET DVD A T

4 D

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SHEET ~4 OF BFN UNIT 0

~D.

-4 PREP~ DATEwwq~

CHKD DATR~ro Table 5 FREQUENCY (CPS) 0.2g Housner (BFNP Ground 0.3g Median Centered (calculated as per Calculation basis A

=(oV = (o'D (V=17.82",

Ground acceleration with 5% Dam in Rock Foundation 0.2 0.333 0.5 0.666 1.111 1.25 1.428 1.666 2.2 2.857 3.333 6.666 7.142 7.692 8.333 10 11.111 12.5 14.285 16.666 0.04476 0.0681375 0.095125 0.12 0.16635 0.1815875 0.2 0.2179 0.2409375 0.262775 0.2845625 0.29455 0.30245 0.309525 0.3 0.27968 0.2714375 0.2619 0.24934 0.22929 0.218625 0.207325 0.2021 0.2 0.034 0.095 0.145

0. I93 0.289 0.321 0.362 0.413 OA82 0.579 0.636 0.636 0.636 0.636 0.636 0.636 0.636 0.636 0.636 0.58 0.55 0.52 0.47 OA2 4TFF 8.39 /386.4 =0.034 4rPF 8.39 /386A =0.095 2nf 'I7.82 /386.4 = 0.145 2TTf 17.82 /386.4 = 0.193 2TTf 17.82 /386.4 = 0.289 217f 17.82 /386.4 = 0.321 2TTf 17.82 /386.4 = 0.362 2rif 17.82 /386A = 0.413 217f 17.82 /386.4 = 0.482 2rrf 17.82 /386.4 = 0.579 constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration B

inter olation B

inter olation B

inter olation B

inter olation Rv intnrnnletinn

A D

E BA RA ETE F RA4 AND VE SHEET~4 OF BFN UNIT 0

~O.

~ 4 PREP DATE CHKD DATE FREQUENCY (CPS) 0.2g Housner (BFNP Ground 0.3g Median Centered (calculated as per Calculation basis A

=mV = oPD (V=17.82",

Ground acceleration with 5% Dam in Rock Foundation 20 22 25 30 33 0.2 0.2 0.2 0.2 0.2 0.38 0.35 0.34 0.32 0.3 B

inter olation B

inter olation B

inter olation B

inter olation B

inter olation

t SHEET~~OF FIGURE C.1 CP&0000-940339 GROUND RESPONSE VS 0.3g RESPONSE FOR BFNP 5% DAMPING pHKp~~pATE~/jg p PREPg+<DATg~

DETERMINATIONOF SEISMIC AMPLIFICATION(ROCK FOUNDATION) 0.8 BOUNDING SPECTRUM 0.636 0.6 0I-K Lll ill O

0.4 0.249 0.2 I

I

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0.3g RESPONSE SME SSE GROUND RESPONSE SPECTRUM co 12 5

6

)5 16 20 25 8.333 FREQUENCY (HZ)

REFER FIG 2.5-15 OF REF4 FOR GROUND RESPONSE SPECTRUM & FIG. 4-2 OF REF1 FOR BOUNDING SPECTRUM 30 35

A L

DV B

PA AMET RA 4

AND SHEET ~4 OF BFN UNIT0

~ 4 PREP..

DATE~i~p~

CHKD DATE~~

Table 6 FREQUENCY (CPS) 0.2g Housner (BFNP Ground 0.3g Median Centered (calculated as per Calculation basis A

=MV= oPD (V=23.76",

Ground acceleration with 5% Dam in Soil Foundation 0.2 0.333 0.5 0.666 1.0 1.111 1.25 1.428 1.666 2.0 2.5 2.857 3.333 4.0 5.0 6.666 7.142 7.692 8.333 10.0 11.111 12.5 14.285 16.666

'.04476

.0681375

.095125 0.12 0.16635 0.1815875 0.20 0.2179 0.2409375 0.262775 0.2845625 0.29455 0.30245 0.309525 0.30 0.27968 0.2714375 0.2619 0.24934 0.22929 0.218625 0.207325 0.2021 0.2 0.06 I 0.128 0.193 0.257 0.386 0.429 0.482 0.551 0.643 0.579 0.636 0.636 0.636 0.636 0.636 0.636 0.636 0.636 0.636 0.58 0.55 0.52 0.47 0.49 4rPP 14.93 /386A=0.061 2nf 23.76 /386.4 =0.128 2rrf 23.76 /386.4 = 0.193 2nf 23.76 /386.4 = 0.257 2rrf 23.76 /386.4 = 0.386 2nf 23.76 /386A = 0.429 2rrf 23.76 /386.4 = 0.482 21Tf 23.76 /386.4 = 0.551 2nf 23.76 /386.4 = 0.643 constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration constant acceleration B

inter olation jritei'lation B

inter olation B

inter olation B inter olation Rll intornnlotinrI

0

NDIVI BA I

P R MEE P

N E

INATI N 4

D T

A EVE SHEET ~4 OF BFN UNIT0

~0..

4 pmp..

DATE< i' CHKD cg DATE (0 FREQUENCY (CPS) 0.2g Housner (BFNP Ground 0.3g Median Centered (calculated as per Calculation basis A

=mV = GAD (V=23.76',

Ground acceleration with 5% Dam in Soil Foundation 20.0 22.0 25.0 30.0 33.0 0.2 0.2 0.2 0.2 0.2 0.38 0.35

'.34 0.32 0.30 B

inter olation B

inter olation B

inter olation B

inter olation B

inter olation

SHEET~OF FIGU C 2 CD-Q0000-940339 GROUND RESPONSE VS 0.3g RESPONSE FOR BFNP 5% DAMPING DETERMINATIONOf SEISMIC AMPLIFICATION(SOIL FOUNDATION) 0.8 BOUNDING SPECTRUM 0.636 0.6 R0 W

O 0.4 0.262 0.2 0

I I

I I

I I

I I

I I

'I 0.3q RESPONSE spy SSE GROUND RESPONSE SPECTRUM 7.692 IO 30 0

5 15 20 25 FREQUENCY (HZ)

REFER FIG 2.5-15 OF REF. 3.4 FOR GROUND RESPONSE SPECTRUM 8 FIG 4-2OF REF. 3.1 FOR BOUNDING SPECTRUM 35

D D

PL A

INA I N

E TE D

SHEET MI9 OF BFN UNIT0

~D.. 4 PEEP V c1 DATE <a-'id,. Qc CHKD'5.io DATEm-<g~

6.3.3 IPEEE DEMAND

'P-S 5"-M-&c.

Jp/@

5 -gl g As per Reference 3.2, IPEEE seismic demand is defined as a NUREG CR-0098 spectral shape (50% NEP) anchored to a PGA of 0.3g (i.e. SME level).

To derive a scaling factor to apply to the existing SSE in-structure response spectra to get SME level spectra, domoinant mode scaling willbe used.

The scale factor willbe defined as the ratio of SME acceleration over SSE acceleration at the frequency of interest, j.e. the dominant fundarriental building response frequency.

g SME (Odomlnant frequency) g SSE (Odomlnant frequency)

Prior to applying the scale factor, the SME in-structure willbe reduced to account for a higher level of structural damping (7%) than that used in the existing building analysis g,~

(5%), 7/o damping is based on review of existing stress level in the structure (some element stresses are at more than 50% level).

Based on review of in-structure response spectra (Reference 3.3) the dominant fundamental frequencies for each buildings are:

Reactor building (outside Drywell) = 6 Hz (N-S & E-W)

Diesel Generator Building = 12 Hz (N-S & E-W)

Intake Pumping Station = 16 Hz (N-S & E-W)

The above values are based on the peaks of all the floor response spectra for each building. To account for the possibility that 12-16 Hz may be soil modes instead of building modes, conservatively use the worst case ratio of SME/SSE i.e. at 8.33 Hz.

6.3.4 COMBINED SCALE FACTOR FOR'IPEEE Combined scale factor is calculated by multiplying scale factor to reduction factor.

Reactor Building: 0.85 x (0.64/0.29) = 1.88 Diesel Generator Building:

0.85 x (0.64/0.25) = 2.18 Intake Pumping Station:

0.85 x (0.64/0.25) = 2.18 In-structure floor spectra should be scaled upward by these factors to define IPEEE demand at a 0.3g (50% NEP) level for a NUREG CR-0098 spectral shape.

AL L

DVD AR E

ATI N F

D SHEET~i'F BFN UNIT0

~D-

~ 4 PREP

- s DATE io-i q ~ ~

CHKD'ATE+/> <+9~

Table 7

SUMMARY

OF BASIC PARAMETERS FOR A-46/IPEEE EVALUATIONS BLDG ELEV.

(FT)

Peak ZPA SSE (N-S & E-W)

Peak ZPA SSE (VERTICAL)

A46 EXCEEDENCE IPEEE SCALE FACTOR REMARKS Reactor Diesel enerator Intake Pumping Station 519 565 593 621 639 56'I 583 518 565 0.43 0.72 1.34 2.15 2.48 1.68 2.13 0.43 1.01 0.20 0.24 0.32 0.38 0.44 0.39 0.46 0.20 0.25 0.29 0.29 0.42 0.66 0.73 0.42 0.62 0.21 0.21 0.14 0.16

'.16 0.16 0.18 0.17 0.18 0.13 0.13 None None 5.5-6.2 Hz 5-7 Hz 4.8-7.3 Hz 9.5-15.5 Hz 8.3-24.5 Hz None 14.5-24.5 Hz 1.88 2.18 2.18 Refer FIG B.1 Refer FIG B.1 Refer FIG B.1 Refer FIG B.1 Refer FIG B.1 Refer FIG B.1.1 Refer FIG B.1.1 No equipmen located Refer FIG B.1.1 General Notes:

ZPA values taken from the table of maximum absolute acceleration response values (Refer Table J-1, F-1 and A-1 of MARS report).

Horizontal Peak & ZPA values shown are the envelopes of N-S & E-W values.

A-46 exceedence shown are the envelopes of N-S & E-W values.

DIV D D

L E AMI ATI N

E E

L VE SHEET ~i~ OF BFN UNIT0 PREP DATE CH DATE Ia s

~,-~

7.0

SUMMARY

OF RESULTS AND CONCLUSION General observations can be summarized as follows:

2.

Diesel Generator buildings and Intake Pumping Structures are within 40 feet from effective grade elevation.

Reactor building up to El. 593 is within about 40 feet from the effective grade elevation.

3.

Bounding spectrum envelopes both the SSE (A46) &SME (IPEEE) Ground response spectrum, i.e., for equipment located at or below 40 feet from effective grade elevation and having a frequency > 8 Hz, capacity exceeds demand for both A46 and I.PEEE.

4.

GERS for mechanical equipment envelope 1.5 X In-structure response spectra (A46) & IPEEE demand based on scaled response.

8.0 PREREQUISITES AND LIMITINGCONDITIONS None

D IP AM D

A VE T SHEET

'g OF BFN UNIT0

. a PREP

- g DATE <o.i'<;

CH DATE Io 9.0 ATTACHMENTA

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DATE4, CHKD DATE o Ktovatton (II) 59<.5 572.tt6 Top of Mat Cente'r of Mat 565.5 x les) t Rtgtd t.tok FIgure F-I lumped-Mass ModeIs for the Units 1 and 2 DQB 0-we ow FOR;NFORt,4TION ONLY

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SHEET OF BFN UNlT0 PREP DATE CHKD DATE co I TABLE h-3 Elevation 518.0%'32.0 540.0 550.0 565.0 579.0

0. 20
0. 20
0. 13 0.20 0.20 0.13 0.21 0.21 0.13 0.22 0.22 0.13 0.26 0.25 0.13 0.33 0.27 0.13 SSE Maximum hbsolute hccelerations

Response

Values (Water E 1.

529. 0)

~e <~ c s,~o hccelerations H-S E-W Ver t TABLE h-4 SSE Haximum Relative Displacements Relative To Base (Water El 529.0)

-2.

Relative Dis lacements 10 in Elsvsttatl E-W Ver't 518.0 532.0 540.0 550.0 565.0 579.0 0.0

0. 29 0.48

'.66 0.90

l. 15 0.0 0.31 0.54 0.73 0.92 0.95 0.0 0.0 0.0 0.0 0.0 0.0 Base 9 ~P~g X FOR ItlFORMAiIONONLY

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ATI'ACHMENT7 SEISMIC QUESTION NO. 5 Browns Ferry Nuclear Plant - IPEEE HCPLF Bounding Calculation References PAGE 1 OF 2 CLPF CALC SSEL NO.

HCLPF CALC FOR EQPT GROUP ITEMDESCRIPTION (UNID)

EQE CALC NO.

APPLI-CABLE PAGES REFERENCE 39016 9028 39018 MCC - U2/3 RB Elev 593'CC

- U2/3 RB Elev 621'-3" 3-BDBB-268-0003D 2-BDBB-268-0002E 3-BDBB-268-0003E 50147-C-011 50147-C-011 8-10 8-12 9036 39033 9031 9032 9033 39005 9020 9021 9004 9005 MCC - U2/3 RB Elev 565'CC

- Ul/2/3 DGB El 583'-6" LowVoltage Switchgear 4KV/480VXFMRs El 583'6" DGB 1/2 2-BDBB-281-0002C 50147-C-011 2-BDBB-231-0002B 0-OXF-219-TDA 0-OXF-219-TDB 50147-C-011 3-BDBB-281-0003 C 0-BDBB-219-0000A 50147-CA11 0-BDBB-219-0000B 3-BDBB-219-0003EA 3-BDBB-219-0003EB 2-BDBB-231-0002A 50147-C11 13-14 13-14 15 18-19 10 9009 39050 9007 39041 9194 9282 9001 9002 9003 39006 9142 9143 9144 9145 9154 9155 39002 39021 Regulating XFIMs 4KV/480VXFIMs@ El 621'-3" RB Ul 4KV/480VXFRMs @ El 621'-3" RB U2/3 Batt Racks, El 565 DGB Ul/2/3 2-XFA-253%002B2 3-XFA-2534003 B2 2-XFA-2534002A2 3-XFA-2534003A2 1-XFA-231-TSIA 1-XFA-231-TSIB 2-XFA-231-TS2A 2-XFA-231-TS2B 3-XFA-231-TS3A 3-XFA-231-TS3B 0-BATB-2544000A 0-BATB-254-0000B 0-BATB-254-0000 C 0-BATB-254-0000D 3-BATB-254-0000A 3-BATB-254-0000B 3-BATB-254-0000 C 3-BATB-254-0000D 50147-C-011 50147-C411 50147-C-011 50417-C411 20-21 22-23 24-25 29-30 12 13 9131 9137 9138 9139 9119 9122 9125 9128 Batt Rack El 583'-6" DGB U3 Batt Racks El 593 RB Ul/2/3 Batt Racks El 621'-3" RB Ul/2 3-BATA-248-0003EB 50417-C-011 0-BATA-248-0001 0-BATA-248-0002 0-BATA-248-0003 50417-C-011 0-BATA-248-0000A 50417-C-011

, 0-BATA-248-0000B 0-BATA-248-0000C 0-BATA-248-0000D 31-32 33-35 36-38

SEISMIC UESTION NO. 5 ATTACHMENT7 Browns Ferry Nuclear Plant - IPEEE HCPLF Boundin Calculation References PAGE2OF2 CLPF CALC SSEL NO.

HCLPF CALCFOR EQPT GROUP ITEMDESCRIPTION (UNID)

EQE CALC NO.

APPLI-CABLE PAGES REFERENCE 14 9133 Battery Chargers 9121 9124 9127 3-CHGA-248-0003EB 50417-CA11 0-CHGA-248-0000A 0-CHGA-248-0000B 0-CHGA-248-0000 C 4043 15 16 17 18 19 20 21 22 9130 9075 Panel 9094 Panel 9076 Panel 9072 Panel 9066 Panel 1004 RHRPum 2AAnchora e 1032 RHRPum 2B Anchora e

1014 RHRPum 2C Anchora e

1042 RHRPum 2D Anchora e 31004 RHRPum 3AAnchora e 31031 RHRPum 3B Anchora e 31014 RHRPum 3CAnchora e

31039 RHRPum 3D Anchora e

8001 RHRSWPum A2Anchora e 4001 RHRSWPum A3 Anchora e

8013 RHRSW Pum B2 Anchora e

4044 RHRSWPum B3 Anchora e

8007 RHRSW Pum C2 Anchora e

4011 RHRSW Pum C3 Anchora e

8019 RHRSW Pum D2 Anchora e

4054 RHRSWPum D3 Anchora e

1009 Heat Exch 2A Anchora e

1037 Heat Exch 2B Anchora e

1017 Heat Exch 2C Anchora e

1045 Heat Exch 2D Anchora e

31009 Heat Exch 3A Anchora e

31036 Heat Exch 3B Anchora e 31017 Heat Exch 3C Anchora e

31042 Heat Exch 3D Anchora e

0-CHGA-248-0000D 2-LPNL-925-0032 0-LPNL-925-0045 C 0-LPNL-925-0041A 2-PNLA4094087 2-PNLA-0094081 2-PMP-74-5 2-PMP-74-28 2-PMP-74-16 2-PMP-74-39 3-PMP-74-5 3-PMP-74-28 3-PMP-74-16 3-PMP-74-39 0-PMP-23-005 0-PMP-23485 0-PMP-23-019 0-PMP-23-088 0-PMP-2312 0-PMP-23-091 0-PMP-23-027 0-PMP-23494 2-HEX-74-900A 2-HEX-74-900B 2-HEX-74-900 C 2-HEX-74-900D 3-HEX-74-900A 3-HEX-74-900B 3-HEX-74-900 C 3-HEX-74-900D 50417-C-011 50417-C-011 50417-C411 50417-CA11 50417-C-011 50417-C403 50417-C-005 50417-C404 46 47 48 49 50 75-76 16-20 69-111