ML20198R590

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Rev 0 to Calculation 93C2799-C-008, Seismic Capacity of Rwst
ML20198R590
Person / Time
Site: Millstone Dominion icon.png
Issue date: 12/30/1997
From: Karavoussianis
STEVENSON & ASSOCIATES
To:
Shared Package
ML20198R571 List:
References
93C2799-C-008, 93C2799-C-008-R00, 93C2799-C-8, 93C2799-C-8-R, NUDOCS 9901080231
Download: ML20198R590 (51)
v • d • e


Text

l Venid wiino__.d._.___d.

Initiai 4 Dateutt oa i

3 CALCULATION TITLE PAL n Total Number of Pages: 25 Seismic Capacity of the RWST TITLE N/A 0

93C2799-C-008 CALCULATION #

REVISION No #

VENDOR CALCULATION NUMBER RSS 2350 YD TNK System Name System Number Structure Component NUCLEAR INDICATOR:

Calc. Supports a CATI O RWQA O

Sil00A DCR/MMOD?

4 O FPQA O ATWSQA O

NON-QA O Yes a No DCR/MMOD No Calc. Supports Calc. Supports Licensing?

4 Ind. Analysis?

4 O Yes 0 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 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 calcuation is part of NU's IPEEE program.)

This calculation evaluated the seismic capacity of the Refueling Water Storage Tank T41 (RWST). The result is a high-confidence oflow probability of failure (HCLPF) capacity in terms of PGA. The liCLPF capacity of the RWST is 0.34g PGA.

This capacity is used in the seismic margin assessment.

9901080231 981231 PDR ADOCK 05000336 S P

PDR Approvals (Print / Signature) l Preparer:

//

/~

Date:

Apostolos karavoussianis

// ((W@4

/ 2/d/7 Y interdiscipline Roiewer:

Date:

/

N/A Discipline:

uf//

uf//

Interdiscipline Resiewer:

Date:

N/A Discipline:

y / /./

g//1 Independent Reviewer:

3 Date:

Nabil Juraydini Mh. - /@

/.2!.fc/9 te e ai io 7

8 Installation Verincation Kalculation accurately represents actual Geld conditions or does..ot atfect plant conGgurat6n)

,/.2h./f-/

Preparer / Designer Enf neer: A//rf'ef L @A'/ry'.bN///fg/

i u.

Date:

REC D 2./3'2L..._- _.

no.ut'.L_

9 '#4.Tf[.

DCM FORM $-1 A 4

kW?.??.......

Rev 06

/ '

.... cp..ks..-.......-.

i&

oM

i CTP/ Passport DATABASE INPUTS Page lA of 20 Calculation Number:

N/A Revision:

N/A (prefix)

(sequence no.)

(suffix)

Vendor Calculation Number /Other: 93C2799-C-008 Revision:

0 CCN #

N/A QA @ Yes O No Cale Voided:

0 Yes E No Superseded By:

N/A Supersedes Cale:

N/A Discipline (Up to 10)

L,N,Q 1

l Unit Project Reference Component Id Computer Code Rev.Nol (EWA)

Level No.

02 M2-94223 T4i N/A N/A i

l PMMS CODES

  • l Structure System Component Reference Calculation Rev No.

lYD RSS TNK

-93G2-799-G-002 N&

id.

93C2799-C-005 N4I aflA I

l l

_'The codes required must be alpha codes designed for structure, system and component.

Reference Drawing Sheet Rev. No.

25203-13006 14g N/A.

//>f 25203 11014 1

N/A Dl0 1003-13OOto is WA Comments:

l None DCM FORM 5-1B Rev 06 l

Page1of1 i

m NORTHEAST UTILITIES SERVICE COMPANY-

l

SUBJECT:

Seismic Capacitv of the RWST By:

A. Karavoussianis Dats: 12/16/97-r Chkd:

N. Juravdini Date: 12/16/97 l

~ Calc. No. 93C2799-C-008 Rev.: 0 Sheet No. IB ' of 20 '

t l

TABLE OF CONTENTS l

n a.

1

- SECTION '-

PAGE No.

I g

t NU Calculation Title Page' 1

'_ CTP Data Base Inputs -

-1A i

' NU Table of Contents 1B o..

1 Calculation Review Comment'and Resnlution Form 1C S&A Calculation Cover Sheet ID

S&A Calculation:

p

11.. Introduction &' Summary 1E

.2.

References 1E

3. Configuration, Criteria and Assumptions-2

'1 4.-

Calculation-2

.2.0 i

' Total Number of Pages

- 25 pages '

o 4

1 l

L j.

c.

!I l.

  • l'

,c.-

Calculation Review Comment and Resolution Form (Sheet I of 1)

Calculation Number: 93C2799-C-008 Revision: 0 Calculation

Title:

Seismic Capacity of the RWST Calc. Originator: Apostolos Karavoussianis Reviewer (PRINT): Nabil Juraydini 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 presenten to the originator Review Type 0 Olnterdiscipline gindependent Reviewer (SIGN)

A/j/wyf Date:

b/A/k7 i' W (signature signifies all comments have been resolved to your satisfaction) lte m Page/Section Comments

Response

1 of1 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.

L

?

1 DCM FORM 5-lC Page IC Rev.06 PageIofI

93C2799-C-008 PA6E l 'b

. ')

Client:

bJt.)

Calculation No.

COO 8

.."I) tlc; 6el5mit Orneck [ 4L k%157 i

y Project:

HPZ-1Pf[L Metbod:

b AIP-604I

. Acceptance Criteria:

se enoih Remarks:

)

REVISIONS No.

Description By pate Cn.

Date App.

Date Initiallssue 20 %. %

IDkf91 M

IN M S' h/\\

[0[&ft/[

0 v

ii e

CALCULATION S

COVER CONTRACT NO.

SHEET 9 3 C E7c)c) nouiteia 1-20

JOB NO. 93C2799 Sheet iE S*A

~

SUBJECT:

C008 Rev.O

, gM4 Seismic Capacity Byc)of /o/14,/95 8

M, of the RWST Chk'IQi 16/.%'/9c7 1 Introduction & Summary This calculation evaluates the seismic capacity of the Millstone Point Unit 2 Refueling Water Storage Tank (RWST), equipment ID T41. The result is a high-confidence oflow probability of failure (HCLPF) capacity in terms ofpeak ground acceleration (PGA). The results are to be used

' in the seismic margin assessment ofMP2. Refer to reference 1 for a discussion of a seismic margin assessment and HCLPF.

Summary ofResults The capacity of the RWST in terms ofPGA is 0.34g. This value is a HCLPF capacity as defined in NP-6041. Capacity is controlled by allowable base shear.

2 References 1.'

A Methodolony for Assessment ofNuclear Power Plant Seismic Marain. Electric Power Research Institute, prepared by Jack R. Benjamin and Associates, Inc., et al., August 1991. NP-6041-SL, Revision 1.

2.

Generic Imolementation Procedure for Seismic Veri 5 cation of Nuclear Plant Eauinment. Revision 2, Seismic Qualification Utility Group, February 1992.

3.

NU drawings; 25203 series (individual drawings referenced by extension number in body ofcalculation).

4.

American Iron and SteelInstitute, " Steel Plate Engineering Data Volume 2 - Useful Information on Design of Plate Structures", December 1992.

5.-

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

6.

" Building Code Requirements for Reinforced Concrete", ACI 318-89, American Concrete Institute.

7.

S&A calculationsjob for 93C2799.

- 8.

S&A document received 93C2799-DC-024.

9.

M. Holmes and L.H. Martin, Analysis and Desian of Structural Connections -

Reinforced Concrete and Steel, Ellis Horwood Ltd.,1983.

10.

ASME Boiler and Pressure Vessel Code,Section III Division 1,1980 Edition..

c i

]

JOB NO. 93C2799 Sheet 2 -

S*A o

SUBJECT:

C008 Rev. c>

L

,n e SON Seismic Capacity By%

to/25/95 s

g'rEs g,

of the RWST Chf.$ I64(/qq-3; Configuration, Criteria and Assumptions

. The configuration is shown in the following sheets and was obtained from referenced drawings.

The evaluation is based on the guidance of NP-6041. Specifically, the procedure in Appendix H j

of NP-6041 is used as a guide. Seismic demand is per S&A calculation 93C2799-C005. The table below summarizes material strength criteria.

Item Strength Basis Tank shell, chair fy = 30.0 ksi, Sm = 20.0 ksi Reference 10 for SA240 Type 304

& base fu = 70.0 ksi stainless steel Weld fw=1.7*18 ksi = 30.6 ksi AISC Part 2 l

1.5" anchor bolt Pb = 60.1 kips A307 assumed,34 ksi nominal allowable y'

j per AISC Part 2 Concrete fc = 3.0 ksi Drawing 11014 L

l' Where Sm= allowable stress intensity, fy= nominal yield stress, fu= ultimate stress, Pb= bolt load,

(

- and fc= concrete strength.

1 The tank has been subject to evaluation under the A46 program. The evaluation concluded that

- uplift.of the tank is not restricted by attached piping [8].

l

' Assumptions:

o The water level is assumed to be 37'. This is consistent with the 475,000 gallon capacity cited in

. drawing 13006, Sheet 14.

4. Calculation h

Capacity calculations are contained in the following pages.

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4 ANCHOR BOLT CHAIR - LOCAL SHELL STRESS I

I i

l Pler AISI " Steel Plate Engmeertry Data Vbsume 2 - UseM HbrmeNon on Design of Plate SVuctures*, 1992.

.I Param Value Units Type Description P

60.1 kips v input Load R

282.0 in v'

input.

Tank radius t

0.438 in v

input Shell thickness -

I a

6.750 in

/

input Top plate width, use effective width up to 1" past side plates b

4.500 in input Top plate radiallength c

0.750 in -

input Top plate thickness d

1.500 in s input Bolt diameter e

2.500 in -

input Eccentricity - between load and tank wall f

1.190 in

/

input Distance fmm outsMie of top plate to edge of hole input -

Width between side plates, inner g

4.000 in v

h 11.375 in

/

input -

Chair height j

0.375 in v input Side plate thickness k

4.500 in /

input Side plate width m

0.625 in v

input Base plate thickness tw 0.313 in

/

input Weld size

(,m.4 fmin 0.875 in /

Calc'd Minimum recommended f jmin 0.500 in /

Cale.*d Minimum recommended J l

I Stp 105.0 ksi /

Calc'd Top plate bending stress per Eqn 7-1

> 30 tM N6 I

I Z

0.879 in/in /

Calc'd Parameter per Eqn 7-4 i

sis 38.269 ksi e

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48. b;

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l l

I WV 2.04 k/in v

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Wh 0.92 k/in v Calc'd -

Horizontalweld line load per Eqn 7-6 F

W 2.24 k/in v Calc'd Combined weld line per Eqn 7-7 Sw 10.117 ksi

/

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Param Value Units Type Description Param Value Units Type-

[

R 282 in e input Radius l

R 240 in input I

is 0.438 in e input shell thickness is 0.375 in input E

27700 ksi <

input Modulus of elasticity E

27700 ksi input l

I P

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c3 0.683752 ksi/ksi calc'd 3rd block 5 Eqn H-27 c3 0.681919 ksi/Lsi calc'd c4 0.936133 ksi/ksi calc'd 4th block in Eqn H-27 c4 1.096154 ksilksi calc'd I

l i

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I L

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i i

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Docket No. 50-336 817558 r

r 9

i 1

Millstone Nuclear Power Station, Unit No. 2 Example SEWS Evaluation i

i December 1998 i

l i

l t

I NUSCO MILLSTONE UNIT 2 GIP Rev 2, Conect d,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 1 of 10 ID : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Description : A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB l Floor El. : 1.50 l Room, Row / Col: ELEC AUX FD PP I'

Manufacturer, Model, Etc.

SEISMIC CAPACITY VS DEMAND 1.

Elevation where equipment receives seismic input 1.50 2.

Elevation of seismic input below about 40' from grade (grade = 14.50)

Yes

3. =

Equipment has fundamental frequency above about 8 Hz (est. frequency = 20.00)

Yes 4.

Capacity based on:

1.00

  • Bounding Spectrum
5..

Demand based on:

1.00

  • Design Basis Ground Response Spectrum (soil & rock enylp.)

l 0.050

.)

j G

i

~.,

~~,

~~......

0.000 eii!

il i

i i i i ! i i

i 0.60 LOG Hz 50.00 Capacity

.. Demand Fiie Record Capauty C:\\ GIP \\ GIP \\ spectra des Label l Bounding Spectrum Demand 1 C:\\ GIP \\PROJ0025\\ spectra. des UNIT lM2l BLDG l SIT EE NVlELEVl14.5l LOC lnalDI RlHORillDIS SE H 1 Demand 2 C:\\ GIP \\PROJ0025\\spe.tra des UNITIM2l BLDG lSITEENVlELEVl14.5l LOC lnalDIRlHORillDISSEH1 i

Does capacity exceed demand?

Ygs 1

1 NUSCO MILLSTONE UNIT 2 GlP Rev 2, Corrected,2/14/92 -

SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 2 of 10 ID : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Description : A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB l Floor El. : 1.50 l Room, Row / Col: ELEC AUX FD PP Manufacturer, Model, Etc.

j CAVEATS - BOUNDING SPECTRUM l

HP/BS Caveat 1 - Earthquake Experience Equipment Class.

Yes HP/BS Caveat 2 - Driver and Pump on Rigid Skid.

Yes HP/BS Caveat 3 - Thrust Bearings in Both Axial Directions.

Yes HP/BS Caveat 4 - Check of Long Unsupported Piping.

Yes HP/BS Caveat 5 - Base Vibration isolation System Checked.

N/A HP/BS Caveat 6 - Sufficient Slack and Flexibility of Attached Lines.

Yes HP/BS Caveat 7 - Adequate Anchorage.

Yes HP/BS Caveat 8 - Potentia! Chatter of Essential Relays Evaluated.

N/A HP/BS Caveat 9 - No Other Concems.

Yes Is the intent of all the caveats met for Bounding Spectrum?

YCs

' ANCHORAGE

1. The sizes and locations of anchors have been determined.

Yes

2. Appropnate equipment characteristics have been determined (mass, CG, natural freq.,

Yes l

damping, center of rotation).

l

3. The type of anchorage is covered by the GIP.

Yes l

4. The adequacy of the anchorage installation has been evaluated (weld quality and length, Yes j-nuts and washers, expansion anchor tightness, etc.)
5. Factors affecting anchorage capacity or margin of safety have been considered: embedment Yes length, anchor spacing, free-edge distance, concrete strength / condition, and concrete cracking.-

l

6. For bolted anchorages, any gaps under the base are less than 1/4.

Yes

7. Factors affecting essential relays have been considered: gaps under the base, capacity N/A reduction for expansion anchors.
8. The base has adequate stiffness and the effect of prying action on anchors has been Yes considered.
9. The strength of the equipment base and the load path to the CG is adeq1 Yes
10. The adequacy of embedded steel, grout pads or large concrete pads have bean evaluated.

Yes Yes

11. The anchorage capac.ty exceeds the demand.

Are anchorage requirements met?

Yes lNTERACTION EFFECTS i

1. Soft targets are free from impact by nearby equipment or structures.

Yes

2. If the equipment contains sensitive relays, it is free from allimpact by nearby equipment or N/A structures.
3. Attached lines have adequate flexibility.

Yes

4. Overhead equipment or distnbution systems are not likely to collapse.

Yes

5. No other adverse concerns were found.

Yes is equipment free of interaction effects?

YES 1

NUSCO MILLSTONE UNIT 2 GIP Rnv 2, Corrected,2/14/92

~

SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 3 of 10 -

ID : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Description : A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB -

l Floor El. 1.50 l Room, Row / Col: ELEC A' ( FD PP Manufacturer. Model, Etc. -

lS EQUIPMENT SEISMICALLY ADEQUATE?

Yg.s COMMENTS Manufc.:tured by ingersoll-Rand model 2HMTAS,300GPM,350 HP.

Pump has 2 shear pins installed. Motor has alignment bolts.

Reference NUSCO Dwg 25203-29013 for pump setting plan,25203-29008 sheet 32 for seismic calculation of P9A,B by vendor, and 25203-11063 for cast in place anchor details.

For anchor analysis,3/4" AB-42 type 2 90 deg cast in place J-bolts were used, reference NUSCO Dwg 25203-51003 for anchor bolt schedule.

Based on the large anchor bolt safety factor (>6), a detailed calculation is not required to account for pump nozzle loads.

I Evaluated by:

Date:

_g

~3" 30 *f t/

c' /??. A L A n

3. so. u

/

i t

I

, - _ -.-,. - - ~ - - -

l i

i NUSCO MILLSTONE UNIT 2 GIP Rev 2, Corrected, 2/14/92 l

SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 4 of 10 1'

l 8D : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Description : A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB l Ficor El. : 1.50 l Room, Row / Col: ELEC AUX FD PP i

Manufacturer, Model, Etc.

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NUSCO MILLSTONE UNIT 2 GlP Rav 2. Corrected,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 5 of 10 '

ID : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps

~

Description : A-AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TS -

l Floor El. : 1.50 -

l Room, Row / Col: ELEC AUX FD PP Manufacturer, Model, Etc.

ANCHOR Report Earthauake :

Response Spectrum : SSE

- Frequency : GlP - Rigid L

. Percent Damping : GIP - 5.00 SpectralValues :

Direction Acceleration (g's)

North - South 0.47 East - West 0.47-Vertical 0.32

, Angle (N-S Direction makes with the X Axis): 0.00 Combination Criteria : SRSS l.

' Weights :

Number of Weights : 1 No

. Weight.

X-Y Z

l.

1 6660.00 19.500 57.500 32.500 r

L Forces :

Number of External Forces ; O Moments :

Number of Extemal Moments : 0 Allowables :

Anchor :

Number of Anchor types : 1 Tension Shear Ultimate Ultimate Inter Inter Saf No.

Dia Manufact Product Tension Shear Coeff Coeff Fact l

1-3/4 Other J-Bolt (90 7510.00 1.00.

0.30 1.00 deg) 15030.00 i

- Concrete :

. Ultimate Stress : 3000.00 psi.

Reduction Factor : 0.85 1

Weld; Allowable Stress : 30600 psi.

I

NUSCO MILLSTONE UNIT 2 GIP Rev 2, Corrected,2/14/92 i

SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 6 of 10 ID : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Description : A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB l Floor El. : 1.50 l Room, Row / Col: ELEC AUX FD PP Manufacturer, Model. Etc.

j Surfaces :

Number of Surfaces : 1 Surface Orientation Direction Direction Direction Comp Comp Comp No Nx Ny Nz 1

0.000 0.000 1.000 Anchor Pattern for Surface # 1

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- X td W

Legend for Anchor Patterns Anchor Bolts :

Concrete Lines :

$gdi$

j Concrete Points :

[

Weld Lines :

GC91ntttY1 Anchor:

Number of Anchors : 6

I NUSCO MILLSTONE UNIT 2 GIP Rev 2, Corr:cted,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 7 of 10 10 : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Description : A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB l Floor El. :~1.50 l Room, Row / Col: ELEC AUX FD PP Manufacturer, Model, Etc.

Anch X-Y-

Z Surf j

No.

Id Coord Coord -

Coord Id i

1 1

35.000 8.000 0.000-1 2

'1 35.000 57.500 0.000 1

3-

-1 35.000 108.000 0.000 1

4 1

3.000 108.000 0.000 1

5 1

3.000-57.500 0.000 1

I 6

1

- 3.000 <

8.000 0.000 1

Concrete Lines :

- # of elements perline : 1 Number of Concrete Lines : 2 Start Start Start End End End St Line No X-Coord Y-Coord Z-Coord X-Coord Y-Coord Z-Coord Id Width i

1 3.000 -

0.')00 0.000 3.000 115.000 0.000 1

6.000 2-35.000 0.000 0.000 35.000 115.000 0.000 1

6.000

. Concrete Points :

Number of Concrete Points : 0 Weld Lines :

  1. of elements per line : 5 Number of Weld Lines : 0 Determination of Reduction Factors :

. Reduction Factor input for Anchor # 1 Adequately installed : Yes Embedment Length : (16.00 in. Min Reqd. to achieve full capacity) :=40.88 in.

Gap at Threaded Anchor : 0.00 in.

Edge Distance - Edge 1 : 6.63 in.

Crack Size : 0.000 in. - Cracks traverses thru Installation

' Essential Relays in Cabinet : No Adequate Equipment Base Strength and Structural Load Path : Yes Embedment Steel and Pads Adequately installed : Yes

' Reduction Factor input for Anchor # 2

' Adequately Installed : Yes

' Embedment Length : (16.00 in. Min Reqd. to achieve full capacity) :=40.88 in.

Gap at Threaded Anchor : 0.00 in.

L.

Edge Distance - Edge 1 : 6.63 in.

. Crack Size : 0.000 in. - Cracks traverses tnru Installation Essential Relays in Cabinet : No

~

Adequate Equipment Base Strength and Structural Load Path : Yes

NUSCO MILLSTONE UNIT 2 GlP Rcv 2, Corrected,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 8 of 10 ID : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Description : A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB l Floor El. : 1.50 l Room, Row / Col: ELEC AUX FD PP Manufacturer, Model, Etc.

Embedment Steel and Pads Adequately installed : Yes Reduction Factor Input for Anchor # 3 Adequately Installed : Yes Embedment length : (16.00 in. Min Reqd. to achieve full capacity) :=40.88 in.

Gap at Threaded Anchor : 0.00 in.

Edge Distance - Edge 1. 6.63 in.

Crack Size : 0.000 in. - Cracks traverses thru installation Essential Relays in Cabinet : No Adequate Equipment Base Strength and Structural Load Path : Yes Embedment Steel and Pads Adequately Installed : Yes Reduction Factor input for Anchor # 4 Adequately Installed : Yes Embedment Length : (16.00 in. Min Reqd. to achieve full capacity) :=40.88 in.

Gap at Threaded Anchor : 0.00 in.

Edge Distance - Edge 1 : 6.63 in.

Crack Size : 0.000 in. - Cracks traverses thru Installation Essential Relays in Cabinet : No Adequate Equipment Base Strength and Structural Load Path : Yes Embedment Steel and Pads Adequately Installed : Yes i

Reduction Factor input for Anchor # 5 Adequately Installed : Yes Embedment Length : (16.00 in. Min Reqd. to achieve full capacity) :=40.88 in.

Gap at Threaded Anchor : 0.00 in.

Edge Distance - Edge 1 6.63 in.

Crack Size : 0.000 in. - Cracks traverses thru Installation Essential Relays in Cabinet : No Adequate Equipment Base Strength and Structural Load Path : Yes Embedment Steel and Pads Adequately Installed : Yes Reduction Factor input for Anchor # 6 Adequately Installed : Yes Embedment Length : (16.00 in. Mm Reqd. to achieve full capacity) :=40.88 in.

Gap at Threaded Anchor : 0.00 in.

Edge Distance - Edge 1 6.63 in.

Crack Size : 0.000 in. - Cracks traverses thru installation Essential Relays in Cabinet : No Adequate Equipment Base Strength and Structural Load Path : Yes Embedment Steel and Pads Adequately Installed : Yes Reduction Factors Data Current : Yes

i NUSCO MILLSTONE UNIT 2 GlP Rev 2, Corrected,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes l

Sheet 9 of 10 l

ID : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Description : A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB l Floor El. : 1.50 l Room, Row / Col: ELEC AUX FD PP Manufacturer, Model, Etc.

Anc Pall /

Pallr/

No Id Vall Vallt RT RN RL RG RS RE RF RC RR RP RB RM 1

1 6530 81 N/A 1 00 1.00 0 47 1.00 1.00 1.00 0 93 1.00 1 00 1.00 1.00 1.00 l

6952 91 N/A 1.00 1.00 1.00 1.00 1.00 1.00 0.93 1.00 1 00 1.00 1 00 1 00 2

1 6530 81 N/A 1 00 1.00 0 47 1.00 1.00 1.00 0.93 1.00 1 00 1 00 1 00 1 00 6952 91 N/A 1 00 1.00 1.00 1.00 1.00 1.00 0 93 1.00 1.00 1 00 1.00 1 00 3

1 6530 81 N/A 1.00 1.00 0.47 1.00 1.00 1.00 0 93 1.00 1 00 1.00 1.00 1 00 6952.01 N/A 1 00 1 00 1.00 1.00 1.00 1 00 0 93 1.00 1.00 1.00 1 00 1 00 l

4 1

6530 81 N/A 1.00 1.00 0 47 1.00 1.00 1.00 0 93 1 00 1.00 1.00 1.00 1.00 6952 91 N/A 1.00 1.00 1.00 1.00 1.00 1.00 0 93 1.00 1 00 1 00 1.00 1.00 5

1 6530.81 N/A 1.00 1.00 0.47 1.00 1.00 1.00 0 93 1.00 1 00 1.00 1.00 1.00 6952 91 N/A 1.00 1.00 1.00 1 00 1.00 1.00 0.93 1.00 1 00 1.00 1.00 1.00 6

1 6530.81 N/A 1.00 1.00 0.47 1 00 1 00 1.00 0 93 1 00 1.00 1.00 1.00 1.00 6952 91 N/A 1.00 1.00 1.00 1.00 1.00 1.00 0 93 1.00 1.00 1.00 1 00 1.00 l

Legend; N/A

= Not Applicable Pall

= Allowable Pull without Reduced Inspection Vall

= Allowable Shear without Reduced inspection Palir

= Allowable Pull with Reduced Inspection Vallr

= Allowable Shear with Reduced inspection

= Outlier i

X

= Reduction Factor Not Used RT

= Reduction Factor for Type of Anchorage RN

= Reduction Factor for Installatio 1 Adequacy RL

= Reduction Factor for Embedment RG

= Reduction Factor for Gap at Anchors RS

= Reduction Factor for Spacing RE

= Reduction Factor for Edge Distance RF

= Reduction Factor for Concrete Strength RC

= Reduction Factor for Concrete Cracks RR

= Reduction Factor for Essential Relays RP

= Reduction Factor for Base Stif' ness and Prying Action RB

= Reduction Factor for Base Strength and Load Path RM

= Reduction Factor for Embed. Steel and Pads Analy11delullE.;

Analysis Performed : Yes

_Twpe of Analysis : Regular Spectral Accelerations (G's)

_h3_

N-S E-W Vertical Safety Factor

'i 0.469 0.188 0.127 6.364 2

-0469

-0188

-0.127 7.399 3

-0.469 0.188 0.127 6.371

)

4 0.469

-0.188

-0.127 7.327 5

0 469

-0.1 853 0.127 6.370 6

-0.469 0.188

-0127 7.375 9

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NUSCO MILLSTONE UNIT 2 GIP Rav 2, Corr:cted,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)

Status: Yes Sheet 10 of 10 ID : P9A ( Rev. 0 )

l Class : 5. Horizontal Pumps Desenption:- A AUXILIARY FEEDWATER PUMP ASSEMBLY Building : TB -

- l Floor El. : 1.50 l Room, Row / Col: ELEC AUX FD PP Manufacturer, Model, Etc..

7.

0.469 0.188

-0.127 7.302 8

-0.469-

-0.188 0.127 6.381 9

0.188 0.469 0.127 6.372 n10

-0.186-

-0.469

-0.127 6.501

-11 0.188

' 0.469 0.127 6.501 12

-0.188 0.460

-0.127 6.372 13

-0.188 0.469 0.127 6.372 14 0.188

-0.469

-0.127

. 6.501 15-0.188 0.469

-0.127 6.372 16

-0.188

-0.469 0.127 6.501 17 0.188 0.188 0.319 9.383 18

-0.188

-0.188

-0.319 16.205 19 0.188 0.188

-0.319 15.931 20

-0.188

-0.188 0.319

-9.370 21

-0.188 0.188 0.319 9.253 22 0.188

-0.188-

-0.319 16.119

-23 0.188

' 0.188 0.319 9.502 24

-0.188 0.188

-0.319 15.931 Minimum Safety Factor:

6.364-

The Anchorage Capacity is ' 6.364 times greater than the Demand t

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Docket No. 50-336 B17558 v

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L Millstone Nuclear Power Station, Unit No. 2 Table - Status of items in IPEEE Table 7.1-1 l

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Status of items in Table 7.1-1 of the IPEEE Report' OPEN / CLOSED OUTLIER DESCRIPTION STATUS SEISMIC 1

Closed Air operated valve 2-CHW-11 has a heavy Calc.%-ENG-14C6M2 dexunented the analysis of the valve yoke and found the operator that is independently braced.

stresses were within the allowable. +

Stresses on the yoke were in question.

(This item was identified as an outlier as part of the A-46 and IPEEE review).

References:

MP2 IPEEE, Section 3.2.4.5.

The status was reported by Reference 4 2

Closed The RBCCW Surge Tank (T3) does not meet USI Permanent modification of the tank supports was inplemented under PDCR #

A-46 requirements.

2-95-040 and Calculation No. 95-ENG-198 M2.

Modifications are now i

cceptete.

Reference:

(This item was identified es an outtler as part of the A-46 and IPEEE review).

MP2 IPEEE, Section 3.2.4.6.

The status was reported by Reference 4.

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3 Closed on Emergency Diesel Generator H7B (Table Isolation control panel mount housing was repaired. This work was 7.1-1 cf the IPEEE incorrectly identified accomplished as part of Work Order No, M2-94-14469, dated January 1, 1995, this as H7A), one isolation mount housing (The cracked support was judged not to reduce seismic ruggedness below the fcr a local control panel was found to be SME. However, as good practice the SRT recommended replacement or repair.)

cracked.

References:

MP2 IPEEE, Section 3.2.4.10. -and-S. Pornpraset (Northeast Utilities) letter to W. Djordjevic, MP2 Closecut of A-46 Related Peer Review Walkdown Comments", May 3,1995, ES-SD-95-056.

4 Closed The anchorage of cabinets C25A and C25B The anchorage of these cabinets could not be determined during walkdowns could not be determined.

due to plates covering them. After holes were drilled through the plates, the nunber, size and location of the anchor bolts were determined by

References:

viewing them through a video probe which was inserted through the holes.

A finite element non-linear analysis was performed on the base angle to 1

MP2 IPEEE, Section 3.2.4.13.

obtain the anchor loads and base angle stresses. The analysis showed that the anchor bolts and base angle is seismically adequate and the analysis Calculation No. 97-ENG-1665C2, Rev. O, satisfies the GIP.

" Seismic Qualification of Anchorage for C25 (This item was identified as an outlier as part of the A-46 and IPEEE and C258 Using the GIP" dated 3-25-97.

review).

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OPEN / CLOSED OUTLIER DESCRIPTIDW STATUS 5

Closed File cabinets in the Control Room present Subsequent to the walkdown, a corrective action was issued to correct an interaction hazard.

housekeeping problems. Revisions were proposed to Station Procedure ACP-QA-4.-1.

The intent of these changes are now contained within OA8, Rev. 2

References:

Chg. 2,

" Ownership, Maintenance and Housekeeping of Site Buildings, Facilities and Equipment" MP2 IPEFE, Section 3.2.4.16. -and-S. Pornpraset (Fortheast Utilities) letter to W. Djordjevic, MP2 Closecut of A-46 Related Peer Review Walkdown Comments", May 3,1995, ES-SD 95-056.

6 Closed Gaps between the base on the battery racks Modification of the anchorage of the battery racks,to eliminate the DB1 and DB2 and the floor, reduce shear described outtier conditions, is complete per MMOD M2-%-568. DCN DM2-S-capacity of the anchorage.

0628-96 was prepared to provide the modification details.

(This item was identified as an outlier as part of the A-46 and IPEEE

References:

review).

MP2 IPEEE, Section 3.2.4.13.

The status was reported by Reference 4.

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OPEN / CLOSED OUTLIER DESCRIPTION.

STATUS T

Closed 120VAC Instr.Panet VR 11 and 21 have a Botting of D11 and D12 to VR-11; and bolting of D21 and D22 to YR 21 is narrow base that results in high anchorage complete per MMOD M2-%5-570 resolving the_ high anchorage tension issue.

tension.

References:

MP2 IPEEE, Table 3.2-3 The status was reported by Reference 4.

8 Open The enclosure expansion anchorage was found A decision has not been made on how this item will be disposition *d.

Final to be limiting for RSST Feeder Breaker's dispositioning has been postponed tmtil after the unit returns to power 22S3-2-2 enclosure.

operation due to higher priority work items.

References:

MP2 IPEEE, Section 3.2.4.13 and Table 3.2-3.

i 9

Open Tank anchorge was found to be limiting for A decision has not been made on how this item will be dispositioned. Final the Chilled Water Surge Tank, T98.

dispositioning has been postponed until after the unit returns to power operation due to higher priority work items.

Ry erence:

MP2 IPEEE, Table 3.2-3.

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OPEN / CLOSED OUTLIER DESCRIPTION STATUS 10 Open The block watt adjacent to INV-5 is not A decision has not been made on how this item will be dispositioned. Final considered " Safety Related" and wcs asstmied dispositioning has been postponed until after the unit returns to power to be unreinforced.

operation due to higher priority work items.

References:

MP2 IPEEE, Section 3.2.4.15 and Table 3.2-3.

FIRE 11 Closed Large quantities of transient conbustibles

.The IPEEE quantified the inpact of transient combustibles for this area of (protective clothing) in open storage rocks interest and showed they had a low inpact on the core damage risk at MP2.

placed near concentration of cable trays.

References:

MP2 IPEEE, Section 4.0 J.K. Rothert memo to J.L. Nickerson, Housekeeping and Control of Transient Canbustibles at MP2, NE-95-SAB-291, dated July 21, 1995.

FIRE / SEISMIC INTERACTIONS

OPEN / CLOSED OUTLIER DESCRIPTION STATUS 12 Open The seismic capacity of Millstone Point A decision has not been made on how this item will be dispositioned. Final Unit No. 1 diesel fire pump fuel tank may dispositioning has been postponed until after the unit returns to power not be adequate. MP2 relies on MP1 fire operation due to higher priority work items.

suppression system for fire protection.

i Fires generated as a result of earthquakes are consnon. Fire pumps driven using of fsite power cannot be relied upon since most earthquakes will result in loss of offsite power.

Reference:

MP2 IPEEE, Section 4.11.3.3 I

13 open A long run of fire water header system A decision has not been made on how this item will be dispositioned. Final piping along the Turbine Building's north dispositioning has been postponed until after the unit returns to power wall appears to have very low seismic operation due to higher priority work items.

capacity.

Reference:

MP2 IPEEE, Section 4.11.3.3

. ~.. -

OPEN / CLOSED OUTLIER DESCRIPTION STATUS 14 Open The block watt construction of the fire-A decision has not been made on how this item will be dispositioned. Final ptmp house (shared by MP1 and MP2) may not disposit oning has been postponed until after the unit returns to power provide adequate seismic ruggedness.

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operation due to higher priority work items.

Reference:

MP2 IPEEE, Section 4.11.3.3 I

HIGH WINDS AND TORNADOS.

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OPEN / CLOSED OUTLIER DESCRIPTION STATUS-15 Closed The day tank vent pipe. the exhaust gas A probablistic analysis concluded that the frequency of both diesets silencers, and the intake conbustion air failing due to a tornado is approximately 1.0 E-07 per year.

filters are not protected from tornado missiles.

~

During c tornado, the loss of Normal Power -

(LNP) is expected. The Cross-Tie to MP1 cannot be counted on since the LNP is expected to be for the site. Therefore, diesets will be key to maintaining safety.

Reference:

MP2 IPEEE, Sections 5.1.4 and 5.1.5 16 Closed The internal systems and components in the A probablistic analysis concluded that the frequev y of both diesets intake structure (eg: Service Water pumps) failing due to a tornado is approximately 1.0 E-07 per year.

may be vulnerable to a tornado missile passing through either the doors or the roof hatches.

Reference:

MP2 IPEEE, Sections 5.1.4 and 5.1.5

OPEN / CLOSED OUTLIER DESCRIPTION STATUS 17-Open Control Room and Diesel Generator Room M2-EV-98-0069, Tornado Pressure Transient Impact on HVAC System, dated ts and danpers may be vulnerable 4/21/98 was perfortned to further evaluate this item. It concluded that Coolingdug/yeartornadopressuretransient the cooling ducts and danpers ssociated with the Diesel Generator Room to the 10-wouldnotbeimpactedbya10'g/yeartornadopressuretransientloading.

loading.

However, cooling system components associated with the Control Room and

References:

East 480V Switchgear Room Ventilation systec would be damage by a loading of that magnitude. For these areas, final dispositioning of this item has MP2 IPEEE, Section 5.1.5 not taken place. Resolution of this item is required as a condition of going to MODE 4.

M2-EV-98-0069, Rev. O Tornado Pressure-Transient Impact on HVAC System, dated 4/21/98.

OTHER (Hail, Lightning, Turbine Generated Missile, Ice, Snow, Frost, Low Temperature, High Sumner Temperature) c.

F 18 Open intakes and vents with insufficient height A decision has not been made on how this item will be dispositioned. Final may pose a problem given a large dispositioning has been postponed until after the unit returns to power accumulation of snow and or ice.

operation due to higher priority work items.

Reference:

MP2 IPEEE, Section 5.4.6 EXTERNAL FLOODING 19 Open Functionality of the backwater valves A decision has not been made on how this item will be dispositioned. Final described in FSAR section 2.5.4.2.2 which dispositioning has been postponed until after the unit returns to power prevent flood waters from flowing into operation due to higher priority work items.

buildings via the storm drainage has not established.

Reference:

MP2 IPEEE, Section 5.2.2.4

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m OPEN / CLOSED OUTLIER DESCRIPTION STATUS 22 Closed The FSAR and AOP 2560 note that the Service Item was resolved during walkdowns. No equipment required for Service -

Water punps would be tripped if the water Water operation was observed that would become inoperable if flooding levet inside the Intake Structure rises to levels were below 22 ft. MSL.

elevation 22 ft MSL.

It has not been verified that equipment essential for Service Water ptmp operation are available at flood levels below 22MSL.

Reference:

MP2 IPEEE, Section 5.21.

I I

1 23 Open AOP 2560 does not recognize the need to Condition Report No. M2-WO570 has Corrective Action Plans (CAPS) establish a safety line to the Intake associated with it that require resolution of this issue prior to MODE 4 Structure during a flood and assunes Operation.

personnet access to the Intake Structure is required.

Reference:

MP2 IPEEE, Section 5.2.1.

24 Open Information provided in FSAR section 2.5.4 condition Report No. M2-96-0570 has Corrective Action Plans (CAPS) is out dated.

associated with it that require resolution of this issue prior to MODE 4 Operation.

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OPEN / CLOSED OUTLIER DESCRIPTION STATUS 25 Open Underground conduits (assessible f rom yard A decision has not been made on how this item will be dispositioned. Final man holes and the Intake Structure) provide dispositioning has been postponed until after the unit returns to power inteakage paths into buildings.

operation due to higher priority work items.

Reference:

MP2 IPEEE, Secti:n 5.2.2.4 26 Closed The FSAR notes that scuppers are provided MMOD M2-97-530 implemented a modification that installed roof scuppers. A to prevent excess roof toading due to final walkdown has been performed.

ponding. There are no sctopers, therefore, maximum ponding, assuning the interior roof drains are clogged as noted in the FSAR, could exceed roof design loads.

27 Open The FSAR inplies that site topography Condition Report No. M2-%-0570 has corrective Action Plans (CAPS) precludes local site flooding. Analyses associated with it that require resolution of this issue prior to MODE 4

^

using detailed topographic maps does not Operation.

corroborate this FSAR statement. It is possible that some alterations to the local j

topography could reduce local site ftooding.

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OPEN / CLOSED OUTLIER DESCRIPTION-STATUS 28 Open During the site walkdown, many roof drains A decision has not been made on how this item wit L be dispositioned. Final were observed to be partially to nearly disposition!.'.e has been postponed until after the unit returns to power coupletely clogged with debris, shells, operation due to higher priority work items.

feathers and bones. Note that during the MP1 SEP, the NRC did not' accept any credit for interior roof drains. However, maxipJm availability of roof drain capacity would be of benefit during occurrence of local intense precipitation. The interior roof drains are designed for a rainfall rate of 3 inches per hour.

Reference:

MP2 IPEEE, Section 5.2.2.5 1

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OPEN / CLOSED OUTLIER DESCRIPTION STATUS 29 Open Roof penetrations, such as tow vents, low A decision has not been made on how this item will be dispositioned. Final hatches and other penetrations, may not be dispositioning has been postponed until after the unit returns to power watertight below the highest potential operation due to higher priority work items.

level of roof ponding.

Related to item #26

References:

Yankee Calc. File - NUC-153, Millstone IPEEE External Flooding (Local Intense PMP), page 191 of 196 and MP2 IPEEE, Section 5.2.3.

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