ML102710332
| 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&1 A~b ecor wasdelod 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, /2 Damage & 2 Hatch 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
- 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
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Axisymmetric FEA Mesh 7i T -
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- Core Building Geometry - FEA Mesh
- Hoop Tendon Locations Defined TYPICAL SECTION IHRU WALL & DOME 9
s Core Building Geometry -Buftresses.
10
s Liner ELEMENTS KIT NUNl NOV 10 2009 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
- The tendons are preloaded to a prescribed load magnitude.
e The application of the tendon loads is achieved in the 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 o m = friction coefficient s a
= inflection angle
@ k
= wobble coefficient I S
= distance from anchor point Tendon preloads used in analysis:
' 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 1/2 model
- 3 layers of tendons defined: 100, 200 and 300 series
- FEA Model & Boundary Conditions
- All nodes fixed in all 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 ELEMENTS ACEL~
AN NOVI 8 2009 15:12:13 44 f-- -~ff~
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s FEA Model Materials Define Tendon Groups 22
Hoop Tendon Forces nil ELEMENT SOLUTION STEP=I SUB =1 TIME=I SMISI (NOAVG)
TOP DMX =1.169 SMN =598638 SMX =.120E+07
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o Equipment Hatch Model 24
- Equipment Hatch Model ji;i 25
SGR Opening Model
. SGR Opening and Tendons, removed ELZMXTS RAT NUll NOV 10 2009 11:32:49 I
Exterior Elements 26
Planned Analysis
- Existing Design Cases for Comparison
- Gravity (.95 G)
- Internal Dead Load (200 psf)
- Tendons (1635 kips/ tendon)
Include losses
- Internal Pressure (55.0 psi)
- Wind Pressure (0.568 psi)
- Seismic
- Accident Thermal
- Planned Analysis Steps
- Dead Load + Tendons
- Remove Hoop + Vertical Tendons in SGR Opening
- Remove SGR Opening
- Delamination
- Remove Additional Hoop &
Vertical Tendons
- Replace the SGR Plug
- Grout / Epoxy Repair
- Retension Tendons
- SAVE Path Dependent Model for Starting point to Run 5 Controlling 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