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 NUCLEAR ENGINEERING Total Last

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ATTACHNEitIT 0 Page1(Next~>

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NINE MILE POINT NUCLEAR STATION Unit(1,2orO=Both): 1 Discipline: STRUCTURAL TNe Catcutstton No.

UMITED ANALYTICALREVIEW OF CABLE TRAY SUPPORT SO.OSQUGLARI (Sub)system(s) Buikfing Floor Elev. Index No.

NA RB 261 SO.O Originator(s)

CARMEN R. AGOSTA Design Rev Descrl tion Chan eNo. B Date Chk Date A Date 00 INITIALISSUE NA Computer Output/Microfilm Filed Separately (Yes / No/ NA): NA Safety Class (SR/ NSR/ Qxx): SR Superseded Document(s): NONE Document Cross Reference(s) - For additional references see page(s): NA Ref Doc No Document No. T Index Sheet Rev NER-1 S-012 NER 00 General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 Component ID(s) / EPN(s) / Line Number(s):

Copy of Applicability Review Attached (Yes / N/R)?N/R NA Key Words: NMP-1, STRUCTURAL, SQUG, SEISMIC VERIFICATION, CABLE TRAY SUPPORT FORMAT 0 NEP-DES48-F0140 970S070iM 9707M PDR, ADOG(tt 05000220 PDR t

r V

H T NIAGARA IiIJ MOHAWK NUCLEAR ENGINEERING CALCULATIONCONTINUATIONSHEET Page Z (Next ~~I Nine Mile Point Nuclear Station Unit: 1 Disposition:

Ortgtnator ate Checker/Date M 7-'I-'l7 Catcuhtton No.

SO.OSQUGLAR1 Revfslon 00 ef.

PURPOSE: Document the Limiting Analytical 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 of the 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. LAR for a cable tray support having cast iron inserts.

¹ FORMAT NEP-DES48, Rev. 01 (F02)

El Y N1AGARA lLU MOHAWK NUCLEAR ENGINEERING Nine Mile Point Nuclear Station CALCULATIONCONTINUATIONSHEET Unit: 1 (Next Disposition:

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Page ~A Originator/Date Checker/Date Caicuhtion No. Revhion SO.OSQUGLAR1 00 ef.

ATTACHMENTA LIMITINGANALYTICALREVIEW EVALUATION¹1 REVlBNEO ~4

>T/gc~zgE:~ A~ I NIAGARAIi/iag+gt Pggfg CORPORNION NUCLEAR ENGINEERING DEI%RTI%NF DISPOSITION OF QSMITTAL ACCEPTED ACCEPTED WITH CHANGES NNED Q NOT ACCEPTED 0 REVISE 5 RE 8 IT SIGNATURE: DATE:Z-<<~

UNT.e/

¹ FORMAT NEP-DES@8, Rev. 01 (F02)

SUBJECT JOB ND 95C 277l sHEETJ!iMOF3 ol db 1 0

0 S,C, /-I-STEVENSON

& ASSOCIATES 5 I 0 Sl<

~ 4 Z 4 i R 2 A 0 2.

OB NO. 91C2771 heetAf.3 of SaA ALCULATION: C406 evislon 0 STEVENSON & ASSOCIATES Ine I@I!e Point Unit 1 Raceway Limited a structural-mechanical nalytlcal Review consulting engineering firm LAR ¹1 Dead Load Check 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 Ductility Check 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):

f sup = =

1 Ks 1 5't4

= 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

OB NO. 91C2771 hect III 9 of It.

88,A ALCULATION: C406 evision 0 STEVENSON & ASSOCIATES Nine Mile Point Unit 1 Raceway Limited y: KC ol)II/9'I a structural-mechanical nalytical Review consulting engineering firm heck: ~.C, f-II-'IY LAR ¹1 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)

Ks=2 Ms=

12EI L

3 720

+

W L

=2 12x29x10

=186 Ib-sec 2 /in

~

32'2 xt36x10

+

720

= 514 Ibfin ATTACHMENT REVISION PAGE NO 386.4 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

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This support meets the GIP requirements.

JOB NO. 93C2771 SHEET ¹ Ig SBA CALCULATION: C-006 OF 19 STEVENSON Nine Mile'Point Unit 1 Raceway Limited Revision 0 8i ASSOCIATES Analytical Review By /Qa/-~He a structural-mechanical Chk. Kc e> zv yy consulting engineering firm A'rTACHMENr Qt,C RP REVISfpN 6.0 References 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 Mile Point Unit 1, Reactor Building and Turbine Building, Stevenson & Associates, February 1992, 6.4. "Generic Implementation Plan Procedure (GIP), for Seismic Verification of Nuclear Plant Equipment", Revision 2A, March, 1993, Seismic Qualification UtilityGroup.

6.5. A-46 GIP Walkdown Notes, 1993.

I

.6 "Development of Load Capacities of Cast Iron Inserts and Q-Decking at Nine Mile Point 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 Mile Point 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.

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