ML102710332

E-Mail from Lake to Khanna, Et Al., CR-3 Reactor Building Design Model

ML102710332
Person / Time
Site:	Crystal River
Issue date:	11/12/2009
From:	Lake L NRC/RGN-II
To:	Boyce T, Meena Khanna, Marvin Sykes Office of Nuclear Reactor Regulation
References
FOIA/PA-2010-0116
Download: ML102710332 (30)

Text

Lake, Louis, From: Lake, Louis Sent: Thursday, November 12, 2009 7:27 AM To: Khanna, Meena; Boyce, Tom (NRR); Sykes, Marvin; Franke, Mark; Farzam, Farhad; Thomas, George; Jessup, William; Kuntz, Robert; Tsao, John; Reyes, Rogerio; Lake, Louis; Carrion, Robert; Masters, Anthony; nausdj@ornl.gov; Ort, Tracy; Paige, Jason; Saba, Farideh

Subject:

FW: CR-3 Reactor Building Design Model Attachments: CR3_ModeLOverviewNRC.ppt See attached presentation for today's conference call scheduled for 10:00am.

Lou Lake From: Herrin, Dennis W. (mailto:Dennls.Herrin@pgnmail.com]

Sent: Wednesday, November 11, 2009 8:23 PM To: Paige, Jason; Lake, Louis Cc: Saba, Farldeh; Reyes, Roger; Williams, Charles R.; Dyksterhouse, Don; Fagan, Paul; Radford, Sammy; Zimmerman, Tony; McCabe, Brian; Miller, Garry; Powell, Sid; Knott, Ronald

Subject:

RE: CR-3 Reactor Building Design Model Mr. Paige, As promised, please find attached the information developed by MPR Associates, Inc., to support the conference call on the CR-3 Reactor Building design model.

Lead Engineer - Licensing & Regulatory Programs Progress Energy Florida, Inc.

Crystal River Unit 3 352-563-4633 Voicenet 240-3299 Dennis,Herrin@pgnmail.com From: Herrin, Dennis W.

Sent: Wednesday, November 11, 2009 3:08 PM To: Jason Paige (Jason.Paige@nrc.gov); Louis Lake (Louis.Lake@nrc.gov)':

Cc: Farideh Saba (farideh.saba@nrc.gov); Reyes, Roger;Williams, Charles R.; Dyksterhouse, Don; Fagan, Paul; Radford, Sammy; Zimmerman, Tony; McCabe, Brian; Miller, Garry; Powell, Sid; Herrin, Dennis W.

Subject:

CR-3 Reactor Building Design Model 4 Mr. Paige, Mr. Louis Lake (NRC Special Inspection Team Lead) has requested that a conference call be scheduled for 10:00, on November 12, 2009, between the NRC (Special Inspection Team and NRR), the CR-3 Reactor Building Concrete Delamination Root Cause Team and MPR Associates, Inc. The purpose of this conference call is to discuss the CR-3 Reactor Building design model. The following conference call information will be used:

AT&T Toll-Free number: (030 1(b)(4)

&1&1wasdelod A~b ecor i

Information being developed by MPR Associates, Inc., to support the conference call will be provided as soon as it is available.

Lead Engineer - Licensing & Regulatory Programs Progress Energy Florida, Inc.

Crystal River Unit 3 352-563-4633 Voiceinet 240-3299 Dennis.Herrin@pxnmail.com 2

Crysta,I Rive r 3 Containment FEA Model Progress Report November 11, 2009 I

• Analysis Model Status

- Required capabilities defined for model

- Analysis approach defined

- Load cases identified

- Geometry model complete

- Initial model checks completed

- Analyses underway 2

CR3 FEA Model

• 180 degree Symmetric model

° Symmetry plane @150 degrees midway Between Buttress 3&4/ 1&6 S/2 Opening, /2Damage &2Hatch Modeled Explicitly s Concrete Model

° Brick elements for all components

, Dome and Base modeled independently

° Simplified ring beam and buttress geometry

, Constraint equations used to join dome and ring girder for meshing efficiency

, Constraint equation used to model sloped surfaces of the hatch s Liner Model

• Shell mesh with variable -thickness s Shared nodes with containment inner surface s Tendon Modeling e Hoop tendons modeled explicitly for release and re-tensioning

1. Vertical Tendons modeled explicitly for release and re-tensioning e Dome tendons modeled independently with forces ported to global model 3

CR3 FEA Model e Gravity Analysis solved for Model check

- Symmetry boundary and full base fixity

- Displacement Plots

- Stress Plots

• Tendon Loads solved for Model check

- Symmetry boundary and full base fixity (will add soil springs)

- Displacement Plots

- Stress Plots UT ,N NoIo

- Tendon Force Plots

• Preliminary Data

- Removed Hole

- Removed Tendons Bxterior Elements 4

@Concrete Geometry Based on Gilbert Associates drawings- 1970

- 4 5

• Tendon Geometry Based on Prescon drawings - 1971

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I Dome FEA Model 7

, Ring Beam Simplified -, vW W Axisymmetric FEA Mesh ,, ,,

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• Core Building Geometry - FEA Mesh

- Hoop Tendon Locations Defined TYPICAL SECTION IHRU WALL &DOME 9

s Core Building Geometry -Buftresses.

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s Liner ELEMENTS NOV 10 2009 KIT NUNl 07:44:56 CR3 FEA Model 11

• Dome Tendon Loss assumptions:

- Friction coefficient: tfric=O.16

- Wobble Value: tLwobb=O.0003

- End Force: 1635 kips (12151b- 40 years) 12

Tendon Loading

1. The tendons are preloaded to a prescribed load magnitude.

e The application of the tendon loads isachieved inthe analysis using initial strain input e An empirical formula has been developed to account for the loss of load as the distance from the anchor point increases:

Where: P=Po e(ma+ks)

°P z= preload magnitude om =friction coefficient sa =inflection angle

@k =wobble coefficient IS =distance from anchor point Tendon preloads used inanalysis:

' Po-dome = 1635 Kips (1,215,000 lb. 40 years)

' PO-horizontal = 1635 Kips (1,252,000 lb. 40 years)

, Pc-venical = 1635 Kips (1,149,000 lb. 40 years) 13

Dome Tendon Analysis o Geometry profile matches all tendons that intersect the 1/2model

- 3 layers of tendons defined: 100, 200 and 300 series

• FEA Model &Boundary Conditions

- All nodes fixed inall directions

- Initial strain defined to represent Tendon Loading and Loss

- Forces to be ported to global model 14

• Dome Force Vectors Civil 15

7-

• Dome Force Vectors A A, A, A A +

16

. Dome Force Vectors 17

s Dome FEA 18

. FEA Model - Verical and Hoop Tendons AN 19

t FEA Model - Verical and Hoop Tendons Suppors 20

. FEA Model -Hoop Tendons Couples and Suppots AN ELEMENTS NOVI 8 2009 15:12:13 ACEL~

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s FEA Model Materials Define Tendon Groups 22

Hoop Tendon Forces nil ELEMENT SOLUTION NOV 8 2009 15:29:39 STEP=I SUB =1 '~

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o Equipment Hatch Model 24

• Equipment Hatch Model ji;i 25

SGR Opening Model

. SGR Opening and Tendons, removed ELZMXTS NOV 10 2009 RAT NUll 11:32:49 Exterior Elements I 26

Planned Analysis

• Existing Design Cases for

• Planned Analysis Steps Comparison - Dead Load +Tendons

- Gravity (.95 G) - Remove Hoop +Vertical

- Internal Dead Load (200 psf) Tendons inSGR Opening

- Tendons (1635 kips/ tendon) - Remove SGR Opening

@Include losses - Delamination

- Internal Pressure (55.0 psi) - Remove Additional Hoop &

- Wind Pressure (0.568 psi) Vertical Tendons

- Seismic - Replace the SGR Plug

- Accident Thermal - Grout / Epoxy Repair

- Retension Tendons

- SAVE Path Dependent Model for Starting point to Run 5Controlling Design cases 27

Design Basis Controlling Load Steps s Restart the Re-tensioned Model and solve the following Controlling Load Steps

- 1.5 Internal Pressure +Accident Thermal

- 1.25 Wind +1.25 Pressure +Accident Thermal

- 1.25 Earthquake +1.25 Pressure +Accident Thermal

- 2.0 Wind +Pressure +Accident Thermal

- SSE Earthquake +Pressure +Accident Thermal o Restart with Accident Thermal with plastic material properties for liner such that load capability limited to 36 ksi stress.

o Run Comparison to original building elastic design results to show repair has restored building to original condition 28