ML071790654

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Handout for Meeting with Representatives of Omaha Public Power District for Fort Calhoun
ML071790654
Person / Time
Site: Fort Calhoun Omaha Public Power District icon.png
Issue date: 06/28/2007
From: Matthews T
Omaha Public Power District
To:
Office of Nuclear Reactor Regulation
Donohew J N, NRR/DORL/LP4, 415-1307
References
Download: ML071790654 (54)
v • d • e


Text

i S Agenda 0 Background B. Van Sant -OPPD 0 Analysis S. Singh-S&L L. Marsh-Berger Abam E. Landis-Par

  • Licensing Review B. Van Sant- OPPD
  • Schedule B. Van Sant- OPPD m Questions 2

OPPD 6/28/077 6/28/0 OPPD 2

Background

6/28/07 OPPD 3

Crane Upgrade Background mOriginal design of auxiliary building crane was 100-ton non-single failure proof (P&H) crane

  • 75 tons was original projected maximum cask weight
  • In 1976, project initiated for upgrading. crane to single-failure-proof status at 75 tons 4

OPPD 6/28/07 OPPD 4

Crane Upgrade Background (cont.)

  • Crane upgrade was qualified to Reg. Guide 1.104 per Ederer NRC-approved topical report EDR-1
  • Upgrade included a two-blockable Ederer X-SAM replacement trolley
  • NRC Safety Evaluation of 5/22/84 accepted crane's single failure proof status 5

OPPD 6/28/07 OPPD 5

Plant Layout It'

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r I GZ!Vo 6/28/07 OPPD 6

Plant Layout tooP OPPD 6/28/07 OPPD 7

Dry Fuel Loading

" In 2004, OPPD elects to use a modified transfer cask design to reduce weight

" In 2006, 10 CFR 72.48 evaluation of lightweight cask design change fails

" OPPD loads only 4 canisters under an exemption 6/28/07 OPPD 8

OPPD Options

  • TransNuclear licenses OS197L through amendment
  • Uprate of HE-2 crane to 105 tons
  • Decision date approximately October 1, 2007 9

OPPD 6/28/07 OPPD 9

I Auxiliary Building Analysis 10 OPPD 6/2 8/0 7 6/28/07 OPPD 10

Structural Analysis/Evaluation

.Methodology E Building structural configuration E Plant drawing plan & sections Seismic analysis N Loads, load combinations, and acceptance criteria 11 OPPD 6/28/07 6/28/07 OPPD 11

N Building Structural Configuration AUXILIARY BUILDING" PLANT ELEVATION 1025'-0" OPPD 12 6/28/07 OPPD 12

I MI. IaWY Building Structural Configuration EL, 1i*

6/28/07

Seismic Analysis Criteria Described in USAR

  • Section 2.2.4 of Appendix F: Refueling crane analyzed with supporting runway girder subjected to acceleration from seismic ana ysis of the containment and auxiliary buil ing 0 Appendix F allows Alternate Seismic Criteria and Methodologies (ASCM) for reanalysis and design of equipment and structures.

0 Appendix F refers to EA-FC-94-003 for Alternate Seismic Criteria Methodology 15 OPPD 6/28/07 6/28/07 OPPD 15

Seism ic Analysis Criteria Described in USAR (cont.)

0 In EA-FC-94-003, Refined Seismic Response Spectra were generated for Auxiliary and Reactor building 0 NRC SER on ASCM (April 16, 1993) 16 OPPD 6/28/07 OPPD 16

Seismic Ana Iysis EA-FC-94-003 Inputs to Crane Uprate SResponse spectra developed in this document are used in crane uprate analysis

  • Building model (reinforced concrete), damping 4% OBE, 7% SSE 17 OPPD 6/2 8/0 7 6/28/07 OPPD 17

ASCM Seismic Model 0 Three-dimensional dynamic model using as-built plant properties E Model includes offsets between the mass and stiffness centers 0 Floor response spectra as envelope of extreme corners and center of mass 18 OPPD 6/28/07 6/28/07 OPPD 18

SUprated Crane Seismic Analysis Coupled Crane and Crane-Support Structure Model

" A three-dimensional (GT STRUDL) crane and crane support structure model

" Three-dimensional crane model by Ederer/Berger-Abam

" Crane runway and trolley rails restraints per ASME NOG-1-2004 0 Reinforced concrete crane runway girders

" Top of runway girder continuously laterally supported- by walls 6/28/07 OPPD 19

Uprated Crane Sei smic Analysis Coupled Crane and Crane-Support Structure Model

  • Boundary Conditions of the Model E The runway girders at the pool north and south ends are fixed in all six degrees of freedom
  • The runway girder nodes at column supports are fixed in three translational direc:tions
  • All nodes of runway girders are fixed for translation in east-west direction (lateral direction) 6/28/07 OPPD 20

Uprated Crane Seismic Analysis Various locations of trolley, bridge girder and lifted load (per ASME NOG-1-2004)

  • Trolley at.end, at quarter span and at mid-span of bridge girder
  • For each of above trolley locations, three bridge girders positions were selected to envelope the bridge girder locations throughout the runway girder M Lifted load conditions per NOG-1-2004 21 OPPD 6/28/07 6/28/07 OPPD 21

Seismic Analysis One Typical Crane - Crane Support Model Ew-Runway Girder A a 0- 0 U v qp------qp-------lP*"

I-Bridge Girder

! Troll I! I

-4 Runway Girder p p p - --

a 22 OPPD 6/28/07 OPPD 22

Uprated Crane Seism ic Analysis Method of Analysis Coupled crane-crane support structure analyzed using Response Spectrum Method of Analysis for OBE and SSE 0 Modal Response Combination: ten percent method (R.G. 1.92, Rev. 1) 0 Consideration of high frequency modes (rigid modes) (SRP 3.7.2, Rev.2) 0 Three Direction Combination: SRSS of maximum responses of each of three direction of excitations (R.G. 1.92, Rev. 1) 23 OPPD 6/28/07 OPPD 23

Uprated Crane Seismic Analysis Method of Analysis E Structural Damping values used: 7% for SSE and 4% for OBE 0 For reinforced concrete runway girders meets ASCM and R.G. 1.61 E For crane members meets ASME NOG-1-2004 E Seismic Input Spectra: Calculated from 7%

damped spectrum (SSE) and 4% damped spectrum (OBE) provided in ASCM at elevations 1044 ft and 1083 ft (crane girder elevation 1063.5 ft) 24 OPPD 6/28/07 OPPD 24

Seismic Analysis Input spectra at Supports of Runway

~SSEW .

Girders (El. 1063.5 ft) <- i.n_8,2 SSE,,

2 *SSE~s4 .SSF.1 ý FRequenrytH2.)

EJ. 1063.5 ft. (averafe value)

El. 3083 fL

...... l. 1044 ft.

OPPD 6/28/07 OPPD 25

Seismic Analysis Input spectra at Supports of Runway <SSEW83.

Girders (El. 1063.5 ft)

)0D SS 3.3 ISSC - 44LI? -srý_9i Frequency i~iz.

Note:

El. 1063.5 ft. (8vefCF W]UC)

El. 1083 f-.

....... 1044 ft.

OPPD 6/28/07 OPPD 26

Seismic Analysis Input spectra at Supports of Runv iay SSE Girders (El. 1063 .5* ft) * *SSE, -

SSENIl .SSE,,_4 i~'SE 3~

R1,1 nQ (H7-)

Note:

- B]. 3063.5 fl. (averafc '-]ue)

El. 1083 fi.

....... El. 3044 ft.

27 OPPD 27 6/28/07 OPPD

Loads and Load Combinations for Support Structure Evaluation

  • Using same load and load combinations and acceptance criteria as original design basis
  • Working Stress Design Method:

S S=D+L S=D+L+W S

S S=D+L+E

  • Ultimate Stress Design Method:

" U = 1.0 D + 1.0 E'

" U = 1.0 D + 1.0 L + 1.0 E' E U = 1.0 D + 1.0 N + 1.0 Q 28 OPPD 6/2 8/0 7 6/28/07 OPPD 28

Crane Static Analysis 6/28/07 OPPD 29

Crane Mechanical Qualification m Rated Load - Static Analysis -- 105-ton

" CMAA Class 'A-I' Indoor Service 105-ton MCL Rating.

" CMAA 70 (1975) m EDR-1 Generic Licensing Topical Report, Rev. 3 30 OPPD 6/28/07 OPPD 30

Mechanical Calculations

  • Hand Calculations
  • Mathcad Version 13

" Presented as hand calculations

" Programmable features are not used

" Calculations may be taken at face value as all arithmetic operations are shown 31 OPPD 6/28/07 6/28/07 OPPD 31

Scope of Analys is

  • Main hoist equipment
  • Trolley drive equipment 0 Bridge drive equipment 32 OPPD 6/2 8/0 7 6/28/07 OPPD 32

Acceptance Criteria

  • Mechanical rated load

" Redundant components - not to exceed 20% of ultimate strength

" Non-redundant components - not to exceed 10% of ultimate strength

" Wire rope - per EDR-1

  • Structural rated load -- CMAA 70 (1975)

E 17.6 ksi direct stress w/ impact 0 13.2 ksi shear w/ impact E 14.4 ksi direct stress w/o impact 0 10.8 ksi shear w/o impact 6/28/07 OPPD 33

Report Content

  • Components that rate for 105-ton MCL 0 Identified as such in report Components that do not rate for 105-ton MCL
  • Upgrade approach will be identified and qualified for 105 tons 34 OPPD 6/2 8/0 7 6/28/07 OPPD 34

Crane Dynamic Analysis 35 OPPD 6/28/07 OPPD 35

Crane Structural Qualification

  • Rated Load - Static Analysis - 105-ton
  • CMAA 70 (1975)
  • Seismic - Dynamic Analysis - 105-ton

" NUREG 0554 - Crane shall remain in place and support critical load (105-ton)

" A.S.M.E. NOG-1 (2004) - Evaluate using conventional structural analysis techniques 36 OPPD 6/28/07 OPPD 36

Structural Modeling

  • Mathematical model coupled with runway
  • Lumped mass, line elements
  • Linear, elastic analysis
  • Response spectrum approach 0 Floor spectra at runway elevation 37 OPPD 6/28/07 OPPD 37

Seismic Input

  • FCS Alternate Seismic Criteria Method

" Floor Response Spectra - OBE and SSE

" RG 1..61 Damping

  • NOG-1

" Type 1 crane

" Industry-standard methodology for crane

" Damping

" Acceptance criteria (allowable stresses) 38 OPPD 6/28/077 6/28/0 OPPD 38

Configurations Considered

" Three crane positions on runway

" Three trolley positions on bridge

  • Mid, quarter, end approach per NOG-1
  • Three hook conditions
  • Rated load high, low, and no load
  • Pendulum effect of lifted load-0 Included per NUREG-0554 6/28/07 OPPD 39

Crane Model 84 8281 80 32 30 209 76 22 Jy"-

108 6/28/07 OPPD 40

Damping N 4% OBE and 7% SSE Same for runway and crane Conservative relative to RG 1.61 (2007)

  • 5% OBE and 7% SSE for"bolted steel with bearing connections" 0 4%/7% - same values required by NOG-1 41 OPPD 6/28/07 6/28/07 OPPD 41

Acceptance Criteria

  • Rated load cases - CMAA 70 (1975)

M 17.6 ksi direct stress w/ impact 0 13.2 ksi shear w/ impact M 14.4 ksi direct stress w/o impact M 10.8 ksi shear w/o impact

  • Seismic load cases - NOG-1 (2004)

M Both OBE and SSE are extreme environmental loadings 0 90% yield, direct stress N 50% yield, shear stress 42 OPPD 6/28/07 OPPD 42

Rope

  • Allowables Per

" CMAA 70 - static

" Ederer Generic Licensing Topical Report EDR dynamic 6/28/07 OPPD 43

Bou ndary Conditions

  • NOG-1
  • Transverse to runway including clips may consider loads distributed to both runways
  • Parallel to runway only driven wheels resist lateral loads, but Iimited by friction (0.30) 44 OPPD 6/2 8/0 7 6/28/07 OPPD 44

Response Spectrum Approach

  • Eigenvalues and Eigenvectors used as basis
  • Individual modal response combined by ten-percent method (NRC approach for closely spaced modes)
  • Directional response by SRSS
  • Missing mass included as rigid modes 6/28/07 OPPD 45

Local Effect Finite Element Analysis

  • Finite Element Method (FEM) analysis used for short diaphragms - not explicitly checked in CMAA 70 (1975)
  • Benefit of combined box girder, short diaphragm and trolley rails included 46 OPPD 6/28/07 OPPD 46

Licensing Review 47 OPPD 6/2 8/0 7 6/28/07 OPPD 47

50.59 Evaluation

  • Probability of occurrence, or consequence of an accident
  • Different accident
  • Test or experiment 48 OPPD 6/28/077 6/28/0 OPPD 48

LAR Determination

  • NOG-1 methodology employed in the analysis is endorsed by NRC
  • Code and standards are taken from current design and licensing basis documents
  • No apparent requirement for LAR submittal 6/28/07 OPPD 49

Schedule 6/28/07 OPPD 50

Schedule ID1 2007 2008 2009 1 4th Quarted 1st Quarter 2nd Quartej 3rd Quarte 4th Quarte, 1st Quarter 2nd Quartet 3rd Quarter 4th Quarter 1st Quarter 2nd Quarte 3rd 4thQuarter 41st Quarter TN issued draft LAR 2 Submit LAR to NRC 3 NRC issue amendment acceptance letter 4

t  !

iii*

  • ii* iii*! NRC Review of LAR 5 2008 Refueling Outage 7-0 6

7 Cranelstructure evaluations I

8 h NRC to discuss LAR 9

Il OPPD Decision on crane uprate

-w - SI Prepare LAR Prepare EC Package Ordr Equipment Equipment Delivery NRC review of LAR Install New Equipment Load fuel canisters

/

Receive new fueli 2009 Refueling Outage 6/28/07 OPPD 51

S chedule Issues Moff-0 Long lead time for crane uprate components

  • Additional time required for requalification and testing
  • Long review complet ion time on LAR for lightweight cask-Fall 2008 52 OPPD 6/28/077 6/28/0 OPPD 52

Summary

,0 Parallel path 0 No LAR items identified to date 6/28/07 OPPD 53

Questions/Actions 54 OPPD 6/28/077 6/28/0 OPPD 54

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