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{{#Wiki_filter:NElNIQHAwKCALCULATION COVERSHEETNUCLEARENGINEERING ATTACHNEitIT 0Page1(Next~>
{{#Wiki_filter:N El NIQHAwK CALCULATION COVER SHEET NUCLEAR ENGINEERING ATTACHNEitIT 0 Page1(Next~>
)Total~Last~~NINEMILEPOINTNUCLEARSTATIONUnit(1,2orO=Both):
)Total~Last~~NINE MILE POINT NUCLEAR STATION Unit(1,2orO=Both):
1Discipline:
1 Discipline:
STRUCTURAL TNeUMITEDANALYTICAL REVIEWOFCABLETRAYSUPPORTCatcutstton No.SO.OSQUGLARI (Sub)system(s)
STRUCTURAL TNe UMITED ANALYTICAL REVIEW OF CABLE TRAY SUPPORT Catcutstton No.SO.OSQUGLARI (Sub)system(s)
NABuikfingFloorElev.IndexNo.RB261SO.OOriginator(s)
NA Buikfing Floor Elev.Index No.RB 261 SO.O Originator(s)
CARMENR.AGOSTARev00DescrltionINITIALISSUEDesignChaneNo.BNADateChkDateADateComputerOutput/Microfilm FiledSeparately (Yes/No/NA):NASuperseded Document(s):
CARMEN R.AGOSTA Rev 00 Descrl tion INITIAL ISSUE Design Chan eNo.B NA Date Chk Date A Date Computer Output/Microfilm Filed Separately (Yes/No/NA): NA Superseded Document(s):
NONESafetyClass(SR/NSR/Qxx):SRDocumentCrossReference(s)
NONE Safety Class (SR/NSR/Qxx): SR Document Cross Reference(s)
-Foradditional references seepage(s):NARefNoNER-1S-012DocumentNo.DocTNERIndexSheetRev00GeneralReference(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.GENERICIMPLIMENTATION PROCEDURE (GIP)3.NMPCLettertoNRC,FileCodeNMP1L1044,datedMarch11,1996Remarks:NONEConfirmation Required(Yes/No):NoFinalIssueStatusFileLocationOperations Acceptance SeePage(s):(APP/FIO/VOI):APP (Gale/Hold):
2.GENERIC IMPLIMENTATION PROCEDURE (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):
GaleRequired(Yes/No):
Gale Required(Yes/No):
NoEvaluation Number(s)
No Evaluation Number(s)/Revision: NR Copy of Applicability Review Attached (Yes/N/R)?N/R Component ID(s)/EPN(s)/Line Number(s):
/Revision:
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 Ii IJ MOHAWK NUCLEAR ENGINEERING CALCULATION CONTINUATION SHEET Page Z (Next~~I Nine Mile Point Nuclear Station Unit: 1 Disposition:
NRCopyofApplicability ReviewAttached(Yes/N/R)?N/RComponent ID(s)/EPN(s)/LineNumber(s):
Ortgtnator ate ef.Checker/Date Catcuhtton No.Revfslon M 7-'I-'l7 SO.OSQUGLAR1 00 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:
NAKeyWords:NMP-1,STRUCTURAL, SQUG,SEISMICVERIFICATION, CABLETRAYSUPPORTFORMAT0NEP-DES48-F0140 970S070iM 9707MPDR,ADOG(tt05000220PDRt rV HTNIAGARAIiIJMOHAWKNUCLEARENGINEERING CALCULATION CONTINUATION SHEETPageZ(Next~~INineMilePointNuclearStationUnit:1Disposition:
This cable support meets the GIP requirements.
Ortgtnator ateef.Checker/Date Catcuhtton No.RevfslonM7-'I-'l7SO.OSQUGLAR1 00PURPOSE:DocumenttheLimitingAnalytical Review(LAR)evaluation foratypicalReactorBuildingcabletraysupporthavingacastin-placecastironinsertasaanchortotheunderside ofthe281footelevation concreteslab.ThisLARhasbeenpreparedaspartofthecommitment tousetheSQUG(GIP)methodology todocumenttheseismicadequacyofcabletraysupports.
ATTACHMENTS A.LAR for a cable tray support having cast iron inserts.FORMAT¹NEP-DES48, Rev.01 (F02)  
CONCLUSION:
ThiscablesupportmeetstheGIPrequirements.
ATTACHMENTS A.LARforacabletraysupporthavingcastironinserts.FORMAT¹NEP-DES48, Rev.01(F02)  


ElYN1AGARAlLUMOHAWKNUCLEARENGINEERING CALCULATION CONTINUATION SHEETPage~A(Next~NineMilePointNuclearStationOriginator/Date ef.Unit:1Checker/Date Disposition:
El Y N1AGARA lL U MOHAWK NUCLEAR ENGINEERING CALCULATION CONTINUATION SHEET Page~A (Next~Nine Mile Point Nuclear Station Originator/Date ef.Unit: 1 Checker/Date Disposition:
Caicuhtion No.SO.OSQUGLAR1 Revhion00ATTACHMENT ALIMITINGANALYTICAL REVIEWEVALUATION
Caicuhtion No.SO.OSQUGLAR1 Revhion 00 ATTACHMENT A LIMITING ANALYTICAL REVIEW EVALUATION
¹1DISPOSITION OFQSMITTALACCEPTEDACCEPTEDWITHCHANGESNNEDQNOTACCEPTED0REVISE5RE8ITSIGNATURE:
¹1 DISPOSITION OF QSMITTAL ACCEPTED ACCEPTED WITH CHANGES NNED Q NOT ACCEPTED 0 REVISE 5 RE 8 IT SIGNATURE:
DATE:Z-<<~
DATE:Z-<<~UNT.e/REVlBNEO>T/gc~zgE:~
UNT.e/REVlBNEO>T/gc~zgE:~
A~~4 I NIAGARA Ii/iag+gt Pggfg CORPORNION NUCLEAR ENGINEERING DEI%RTI%NF FORMAT&#xb9;NEP-DES@8, Rev.01 (F02)  
A~~4INIAGARAIi/iag+gt PggfgCORPORNION NUCLEARENGINEERING DEI%RTI%NF FORMAT&#xb9;NEP-DES@8, Rev.01(F02)  


STEVENSON
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.  
&ASSOCIATES SUBJECTJOBND95C277lsHEETJ!iMOF3-0oldb1S,C,/-I-05I0Sl<R2~4Z4iA02.  


SaAOBNO.91C2771ALCULATION:
SaA OB NO.91C2771 ALCULATION:
C406heetAf.3ofevislon0STEVENSON
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 LAR&#xb9;1 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).
&ASSOCIATES IneI@I!ePointUnit1RacewayLimitedastructural-mechanical nalytlcal Reviewconsulting engineering firmDeadLoadCheckLAR&#xb9;1ATTACHMENT CALCNOREVISIONPAGENOTheworstcaseismember4-unistrutP1000.ForL=36"unistrutcapacity=1130Ib(Ref.6.2,page5)1130Ib>278IbHencetheunistrutisOK.(1/2"threadedrod)Loadperonerod:(150+140+150+278)x0.50=718x0.5=360IbMaxsafeload=7670Ib7670Ib>360IbHencetheverticalmemberisOK.Capacityofcastironinserts=1360Ib(Ref.6.6,page6)1360Ib>360IbHencetheinsertsareOK.SF=1360/360=3.78/VerticalCapacityCheck360x3=1080Ib<1360IbOKSF=1360/1080=1.26Ductility CheckThissupportisconsidered ductile(seeRef.6.4,8.3.3forRodHangerTrapezeSupports).
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 f sup=--=--=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  
LateralLoadCheckNolateralloadcheckisrequiredsincethesupportisductile(Ref.6.4,8.3.4).RodHangerFatigueEvaluation Supportresonantfrequency (Ref.6.4,8.3.5):1Ks15't4fsup=--=--=0.84Hzwhere2mMs2n186W=360x2=720Ib(totaldeadweightonthepairofrodsupports) g=386.4in/sec  


88,ASTEVENSON
88,A STEVENSON&ASSOCIATES a structural-mechanical consulting engineering firm OB NO.91C2771 ALCULATION:
&ASSOCIATES astructural-mechanical consulting engineering firmOBNO.91C2771ALCULATION:
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 LAR&#xb9;1 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.
C406NineMilePointUnit1RacewayLimitednalytical ReviewhectIII9ofIt.evision0y:KCol)II/9'I heck:~.C,f-II-'IYLAR&#xb9;1ATTACHMENT REVISIONPAGENOSeeattachedcomparison ofFloorResponseSpectratoRodFatigueBoundingSpectra(RB281).Use0.5gandgotoFig.8-12ofRef.6.4.AtL=32"themaximumacceptable weightis>2.2k.Thisisfarabove720Ibappliedtobothrods.HencefatiguecapacityisOK.Conclusion (ThissupportmeetstheGIPrequirements.
E=29x10'psi (elastic modulus of steel)I=0.05x0.406
E=29x10'psi (elasticmodulusofsteel)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  
=%36x10in(momentofinertiaofrodrootsection,d=0.406perpage4-147ofRef.6.1))L=32"(lengthofrodabovetoptier)12EIW12x29x10xt36x10720Ks=23+-=2+=514IbfinLL32'27202~Ms=-=186Ib-sec/in386.4  


SBAJOBNO.93C2771CALCULATION:
SBA JOB NO.93C2771 CALCULATION:
C-006SHEET&#xb9;IgOF19STEVENSON NineMile'Point Unit1RacewayLimited8iASSOCIATES Analytical Reviewastructural-mechanical consulting engineering firmRevision0By/Qa/-~HeChk.Kce>zvyy6.0References A'rTACHMENr Qt,CRPREVISfpNPAGENp6.1."ManualofSteelConstruction, Allowable StressDesign",9thEdition,AmericanInstitute ofSteelConstruction, Inc.Chicago,IL,1989.6.2."GeneralEngineering Catalog",
C-006 SHEET&#xb9;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 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 Utility Group.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&#xb9;20-3R, 1973.  
No.10,UnistrutBuildingSystems,GTEProductsCorporation, Wayne,MI,1983.6.3."DesignResponseSpectraforNineMilePointUnit1,ReactorBuildingandTurbineBuilding, Stevenson
&Associates, February1992,6.4."GenericImplementation PlanProcedure (GIP),forSeismicVerification ofNuclearPlantEquipment",
Revision2A,March,1993,SeismicQualification UtilityGroup.6.5.A-46GIPWalkdownNotes,1993.I.6"Development ofLoadCapacities ofCastIronInsertsandQ-Decking atNineMilePointUnit'",Stevenson
&Associates, ProjectNo.92C2757,January1993.II6.7"Formulas forNaturalFrequency andModeShape",R.D.Blevins,VanNostrandReinhold, 1979.6.8NiagaraMohawkPowerCorporation, NineMilePointUnit1,DrawingNo.C-1533~.6.9GlobeStrutCatalogue G443,Rev.9/89,G.S.Metals,6.10T.J.CopeCatalogue orPowerStrutCatalogue
&#xb9;20-3R,1973.  
'I)P0'l}}
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Revision as of 23:19, 7 July 2018

Rev 0 to S0.0SQUGLAR1, Limited Analytical Review of Cable Tray Support.
ML17059B669
Person / Time
Site: Nine Mile Point Constellation icon.png
Issue date: 07/09/1997
From: AGOSTA C R, ALVI M
NIAGARA MOHAWK POWER CORP.
To:
Shared Package
ML17059B657 List:
References
S.0SQUGLAR1, S.0SQUGLAR1-R, S0.0SQUGLAR1, S0.0SQUGLAR1-R00, NUDOCS 9708070154
Download: ML17059B669 (14)
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Text

N El NIQHAwK CALCULATION COVER SHEET NUCLEAR ENGINEERING ATTACHNEitIT 0 Page1(Next~>

)Total~Last~~NINE MILE POINT NUCLEAR STATION Unit(1,2orO=Both):

1 Discipline:

STRUCTURAL TNe UMITED ANALYTICAL REVIEW OF CABLE TRAY 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 INITIAL ISSUE Design Chan eNo.B NA Date Chk Date A Date Computer Output/Microfilm Filed 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 IMPLIMENTATION PROCEDURE (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 of Applicability Review Attached (Yes/N/R)?N/R Component ID(s)/EPN(s)/Line Number(s):

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 Ii IJ MOHAWK NUCLEAR ENGINEERING CALCULATION CONTINUATION SHEET 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 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.FORMAT¹NEP-DES48, Rev.01 (F02)

El Y N1AGARA lL U MOHAWK NUCLEAR ENGINEERING CALCULATION CONTINUATION SHEET Page~A (Next~Nine Mile Point Nuclear Station Originator/Date ef.Unit: 1 Checker/Date Disposition:

Caicuhtion No.SO.OSQUGLAR1 Revhion 00 ATTACHMENT A LIMITING ANALYTICAL REVIEW EVALUATION

¹1 DISPOSITION OF QSMITTAL ACCEPTED ACCEPTED WITH CHANGES NNED Q NOT ACCEPTED 0 REVISE 5 RE 8 IT SIGNATURE:

DATE:Z-<<~UNT.e/REVlBNEO>T/gc~zgE:~

A~~4 I NIAGARA Ii/iag+gt Pggfg CORPORNION NUCLEAR ENGINEERING DEI%RTI%NF FORMAT¹NEP-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 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): 1 Ks 1 5't4 f sup=--=--=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 SHEET¹Ig 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 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 Utility Group.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 Catalogue¹20-3R, 1973.

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