ML17059B669

Rev 0 to S0.0SQUGLAR1, Limited Analytical Review of Cable Tray Support

ML17059B669
Person / Time
Site:	Nine Mile Point
Issue date:	07/09/1997
From:	Agosta C, Alvi M NIAGARA MOHAWK POWER CORP.
To:
Shared Package
ML17059B657	List: ML17059B655 ML17059B658 ML17059B659 ML17059B660 ML17059B661 ML17059B662 ML17059B663 ML17059B664 ML17059B665 ML17059B666 ML17059B667 ML17059B668 ML17059B669 ML18040A314 ML18041A055
References
S.0SQUGLAR1, S.0SQUGLAR1-R, S0.0SQUGLAR1, S0.0SQUGLAR1-R00, NUDOCS 9708070154
Download: ML17059B669 (14)

Text

N El NIQHAwK CALCULATIONCOVER SHEET NUCLEARENGINEERING ATTACHNEitIT 0 Page1(Next~>

)

Total~

Last ~~

NINE MILEPOINT NUCLEARSTATION Unit(1,2orO=Both):

1 Discipline:

STRUCTURAL TNe UMITEDANALYTICALREVIEW OF CABLETRAY SUPPORT Catcutstton No.

SO.OSQUGLARI (Sub)system(s)

NA Buikfing Floor Elev.

Index No.

RB 261 SO.O Originator(s)

CARMEN R. AGOSTA Rev 00 Descrl tion INITIALISSUE Design Chan eNo.

B NA Date Chk Date A

Date Computer Output/MicrofilmFiled Separately (Yes / No/ NA): NA Superseded Document(s):

NONE Safety Class (SR/ NSR/ Qxx): SR Document Cross Reference(s) - For additional references see page(s):

NA Ref No NER-1 S-012 Document No.

Doc T

NER Index Sheet Rev 00 General Reference(s):

2. GENERIC IMPLIMENTATIONPROCEDURE (GIP)

3. NMPC Letter to NRC, File Code NMP1L 1044, dated March 11, 1996 Remarks:

NONE Confirmation Required (Yes/ No): No Final Issue Status File Location Operations Acceptance See Page(s):

(APP/FIO/VOI):APP (Gale/Hold): Gale Required(Yes/No): No Evaluation Number(s) / Revision: NR Copy ofApplicabilityReview Attached (Yes / N/R)?N/R Component ID(s) / EPN(s) / Line Number(s):

NA Key Words: NMP-1, STRUCTURAL, SQUG, SEISMIC VERIFICATION,CABLETRAYSUPPORT FORMAT0 NEP-DES48-F0140 970S070iM 9707M

PDR, ADOG(tt 05000220 PDR t

r V

HT NIAGARA IiIJ MOHAWK NUCLEAR ENGINEERING CALCULATIONCONTINUATIONSHEET Page Z (Next~~I Nine Mile Point Nuclear Station Unit:

1 Disposition:

Ortgtnator ate ef.

Checker/Date Catcuhtton No.

Revfslon M

7-'I-'l7 SO.OSQUGLAR1 00 PURPOSE:

Document the LimitingAnalytical Review (LAR) evaluation for a typical Reactor Building cable tray support having a cast in-place cast iron insert as a anchor to the underside of the 281 foot elevation concrete slab.

This LAR has been prepared as part ofthe commitment to use the SQUG (GIP) methodology to document the seismic adequacy of cable tray supports.

CONCLUSION: This cable support meets the GIP requirements.

ATTACHMENTS A. LARfor a cable tray support having cast iron inserts.

FORMAT¹ NEP-DES48, Rev. 01 (F02)

El Y N1AGARA lLU MOHAWK NUCLEAR ENGINEERING CALCULATIONCONTINUATIONSHEET Page ~A (Next~

Nine Mile Point Nuclear Station Originator/Date ef.

Unit:

1 Checker/Date Disposition:

Caicuhtion No.

SO.OSQUGLAR1 Revhion 00 ATTACHMENTA LIMITINGANALYTICALREVIEW EVALUATION¹1 DISPOSITION OF QSMITTAL ACCEPTED ACCEPTED WITH CHANGES NNED Q NOT ACCEPTED 0 REVISE 5 RE 8

IT SIGNATURE:

DATE:Z-<<~

UNT.e/

REVlBNEO

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A~~4 I NIAGARAIi/iag+gtPggfg CORPORNION NUCLEAR ENGINEERING DEI%RTI%NF FORMAT¹ NEP-DES@8, Rev. 01 (F02)

STEVENSON

&ASSOCIATES SUBJECT JOB ND 95C 277l sHEETJ!iMOF3 0

ol db 1

S,C, /-I-0 5

I 0 Sl<

R 2

~

4 Z

4 i

A 0 2.

SaA OB NO.

91C2771 ALCULATION:

C406 heetAf.3 of evislon 0

STEVENSON &ASSOCIATES Ine I@I!e Point Unit 1 Raceway Limited a structural-mechanical nalytlcal Review consulting engineering firm Dead Load Check LAR¹1 ATTACHMENT CALC NO REVISION PAGE NO The worst case is member 4 - unistrut P1000.

For L=36" unistrut capacity = 1130 Ib (Ref. 6.2, page 5) 1130 Ib > 278 Ib Hence the unistrut is OK.

(1/2" threaded rod)

Load per one rod:

(150+ 140+ 150+ 278) x 0.50 = 718 x 0.5 = 360 Ib Max safe load = 7670 Ib 7670 Ib > 360 Ib Hence the vertical member is OK.

Capacity of cast iron inserts = 1360 Ib (Ref. 6.6, page 6) 1360 Ib > 360 Ib Hence the inserts are OK.

SF = 1360/360 = 3.78

/

Vertical Capacity Check 360 x 3 = 1080 Ib < 1360 Ib OK SF = 1360 / 1080 = 1.26 DuctilityCheck This support is considered ductile (see Ref. 6.4, 8.3.3 for Rod Hanger Trapeze Supports).

Lateral Load Check No lateral load check is required since the support is ductile (Ref. 6.4, 8.3.4).

Rod Hanger Fatigue Evaluation Support resonant frequency (Ref. 6.4, 8.3.5):

1 Ks 1

5't4 fsup==

= 0.84 Hz where 2m Ms 2n 186 W= 360 x 2 = 720 Ib (total dead weight on the pair of rod supports) g = 386.4 in/sec

88,A STEVENSON &ASSOCIATES a structural-mechanical consulting engineering firm OB NO.

91C2771 ALCULATION:

C406 Nine Mile Point Unit 1 Raceway Limited nalytical Review hect III 9 of It.

evision 0

y:

KC ol)II/9'I heck: ~.C, f-II-'IY LAR¹1 ATTACHMENT REVISION PAGE NO See attached comparison of Floor Response Spectra to Rod Fatigue Bounding Spectra (RB 281).

Use 0.5 g and go to Fig. 8-12 of Ref. 6.4.

At L = 32" the maximum acceptable weight is > 2.2 k. This is far above 720 Ib applied to both rods.

Hence fatigue capacity is OK.

Conclusion

(

This support meets the GIP requirements.

E = 29x10'psi (elastic modulus of steel)

I = 0.05x0.406

=%36x10 in (moment of inertia of rod root section, d = 0.406 per page 4-147 of Ref. 6.1))

L= 32" (length of rod above top tier) 12EI W

12x29x10 xt36x10 720 Ks=2 3

+=2

+

= 514 Ibfin L

L 32'2 720 2

~

Ms=

=186 Ib-sec /in 386.4

SBA JOB NO. 93C2771 CALCULATION: C-006 SHEET ¹ Ig OF 19 STEVENSON Nine Mile'Point Unit 1 Raceway Limited 8i ASSOCIATES Analytical Review a structural-mechanical consulting engineering firm Revision 0 By /Qa/-~He Chk. Kc e>

zv yy 6.0 References A'rTACHMENr Qt,C RP REVISfpN PAGE Np 6.1.

"Manual of Steel Construction, Allowable Stress Design", 9th Edition, American Institute of Steel Construction, Inc. Chicago, IL, 1989.

6.2.

"General Engineering Catalog", No. 10, Unistrut Building Systems, GTE Products Corporation, Wayne, MI, 1983.

6.3.

"Design Response Spectra for Nine MilePoint Unit 1, Reactor Building and Turbine Building, Stevenson &Associates, February 1992, 6.4.

"Generic Implementation Plan Procedure (GIP), for Seismic Verification ofNuclear Plant Equipment", Revision 2A, March, 1993, Seismic Qualification UtilityGroup.

6.5.

A-46 GIP Walkdown Notes, 1993.

I

.6 "Development of Load Capacities ofCast Iron Inserts and Q-Decking at Nine MilePoint Unit'",

Stevenson &Associates, Project No. 92C2757, January 1993.

I I

6.7 "Formulas for Natural Frequency and Mode Shape", R. D. Blevins, Van Nostrand Reinhold, 1979.

6.8 Niagara Mohawk Power Corporation, Nine MilePoint Unit 1, Drawing No. C-1533~.

6.9 Globe Strut Catalogue G443, Rev. 9/89, G. S. Metals, 6.10 T. J. Cope Catalogue or Power Strut Catalogue ¹20-3R, 1973.

'I)

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