The Detroit Edison CompanyOne Energy Plaza, Detroit, MI 48226-1279

DTE Energy-

)Detroit Edison

10 CFR 52.79

April 05, 2012NRC3-12-0012

U. S. Nuclear Regulatory CommissionAttention: Document Control DeskWashington, DC 20555-0001

References: 1) Fermi 3Docket No. 52-033

2) NRC Information Notice 2011-20, "Concrete Degradation by Alkali-SilicaReaction," dated November 18, 2011

Subject: Detroit Edison Company Submittal of Actions to Address NRC InformationNotice 2011-20

In NRC Information Notice (IN) 2011-20 (Reference 2), the NRC informed applicants for acombined license of the occurrence of alkali-silica reaction (ASR) induced concrete degradationof a seismic Category I structure at Seabrook Station. Applicants were requested to review theinformation for applicability to their facilities and consider actions, as appropriate, to avoid similarproblems.

ASR-induced concrete degradation can be avoided by performing tests during construction inaccordance with the American Society for Testing and Materials (ASTM) standards C1 260,"Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)," andC1293, "Standard Test Method for Determination of Length of Change of Concrete Due to Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregates (Accelerated Mortar-Bar Method)."

During a conference call with the NRC on March 29, 2012, the staff indicated that neither theESBWR Design Control Document (DCD) nor the Fermi 3 Combined License Application(COLA) references ASTM standards C1 260 or C1293. As such, the staff requested that DetroitEdison explain the measures that will be implemented to prevent ASR-induced concretedegradation. Attachment 1 provides COLA markups that address prevention of ASR-inducedconcrete degradation.

If you have any questions, or need additional information, please contact me at (313) 235-3341.

A DTE Energy Company a •'q

USNRCNRC3-12-0012Page 2

I state under penalty of perjury that the foregoing is true and correct. Executed on the 5 th day ofApril 2012.

Sincerely,

A'/Peter W. Smith, DirectorNuclear Development - Licensing and EngineeringDetroit Edison Company

Attachment: 1) COLA Markups that Address Prevention of ASR-Induced ConcreteDegradation

cc: Adrian Muniz, NRC Fermi 3 Project ManagerJerry Hale, NRC Fermi 3 Project ManagerMichael Eudy, NRC Fermi 3 Project Manager (w/o attachments)Bruce Olson, NRC Fermi 3 Environmental Project Manager (w/o attachments)Fermi 2 Resident Inspector (w/o attachments)NRC Region III Regional Administrator (w/o attachments)NRC Region II Regional Administrator (w/o attachments)Supervisor, Electric Operators, Michigan Public Service Commission (w/o attachments)Michigan Department of Natural Resources and Environment

Radiological Protection Section (w/o attachments)

A DTE Energy Company

Attachment 1NRC3-12-0012Page 1

Attachment 1NRC3-12-0012

COLA Markups that Address Preventionof ASR-Induced Concrete Degradation

(following 4 pages)

The following markup represents how Detroit Edison intends to reflect Prevention of ASR-Induced Concrete Degradation in the next submittal of the Fermi 3 COLA. However, the sameCOLA content may be impacted by other COLA RAIs, other COLA changes, plant designchanges, editorial or typographical corrections, etc. As a result, the final COLA content thatappears in a future submittal may be different than presented here.

Fermi 3Combined License Application

Part 2: Final Safety Analysis Report

Table 1.9-204 Industrial Codes and Standards (Sheet 2 of 4) [EF3 SUP 1.9-1]

Code or StandardNumber Year Title

C88-05 2005 Standard Test Method for Soundness of Aggregates byUse of Sodium Sulfate or Magnesium Sulfate

American Society for Testing and Materials (ASTM) (Continued)

C1 31-06 2006 Standard Test Method for Resistance to Degradation ofSmall-Size Coarse Aggregate by Abrasion and Impact inthe Los Angeles Machine

C535-03 2003 Standard Test Method for Resistance to Degradation of

Insert ILarge-Size Coarse Aggregate by Abrasion and Impact inthe Los Angeles Machine

D422-63 2002 Standard Test Method for Particle-Size Analysis of Soils

D512-04 2004 Standard Test Methods for Chloride Ion in Water

D516-02 2002 Standard Test Methods for Sulfate Ion in Water,

D698-07 2007 Standard Test Methods for Laboratory CompactionCharacteristics of Soil Using Standard Effort (12,400ft-lbf/ft3 (600 kN-m/m3))

D854-06 2006 Standard Test Methods for Specific Gravity of Soil Solidsby Water Pycnometer

D1140-00 2006 Standard Test Methods for Amount of Material in SoilsFiner than No. 200 (75-mm)

D1557-07 2007 Standard Test Methods for Laboratory CompactionCharacteristics of Soil Using Modified Effort (56,000ft-lbf/ft3(2,700 kN-m/m3))

D1586-99 1999 Standard Test Method for Penetration Test and Split-BarrelSampling of Soils

D1587-00 2000 Standard Practice for Thin-Walled Tube Sampling of Soilsfor Geotechnical Purposes

D2113-06 2006 Standard Practice for Rock Core Drilling and Sampling ofRock for Site Investigation

D2166-06 2006 Standard Test Method for Unconfined CompressiveStrength of Cohesive Soil

D2216-00 2000 Standard Test Methods for Laboratory Determination ofWater (Moisture) Content of Soil and Rock by Mass

D2435-04 2004 Standard Test Methods for One-DimensionalConsolidation Properties of Soils Using IncrementalLoading

D2487-06 2006 Standard Practice for Classification of Soils forEngineering Purposes

1-148 Revision 4February 2012

Insert I

C1260-07 2007

C1293-08b 2008

Standard Test Method for Potential Alkali Reactivity of Aggregates(Mortar-Bar Method)

Standard Test Method for Determination of Length Change of ConcreteDue to Alkali-Silica Reaction

Fermi 3Combined License Application

Part 2: Final Safety Analysis Report

material. A test fill program may be included for the purposes of

determining an optimum size of compaction equipment, number of

passes, lift thickness, and other relevant data for achievement of thespecified compaction.

Fill concrete used as fill under the FWSC and surrounding the RB/FB andCB to the top of bedrock will be proportioned, tested and the placementcontrolled in accordance with Regulatory Guide 1.142. Additionally, ACI349 requirements for concrete exposed to sulfate-containing solutions

will be implemented. The fill concrete will have a mean 28-daycompressive strength of equal to, or greater than, 31 MPa (4,500 psi)with a mean shear wave velocity of equal to, or greater than, 1,100 m/s

(3600 ft/s). Compressive strength of the fill concrete will be tested inaccordance with Regulatory Guide 1.142. The compressive strength of

the fill concrete will be used to calculate shear wave velocity to ensurethat the shear wave velocity of 1,100 m/s (3600 ft/s) is met. The mixdesign developed for the fill concrete will control erosion and leachingdue to contact with site groundwater and limit settlement to specifiedtolerances (Table 2.0-201), including creep and shrinkage.

The quality control program for fill concrete includes requirements for

compressive strength testing. Verification will be performed to confirmthat compressive strength testing results comply with mix design,minimum strengths, and placement requirements. The details of the

quality control program will be addressed in a design specification

(New parargraph) prepared during the detailed design phase of the project.

Aggregate for concrete The quality control program for engineered granular backfill includesfor Fermi 3 Seismic requirements for field in place density tests and index tests to confirmCategory I and RTNSS material classification and compaction characteristics are within thestructures will be testedfor deleterious expansive compliance range of materials specified and used for design. Granularalkali-silica reaction in backfill placement and compaction methods will be addressed in designaccordance with ASTM specifications prepared in the detailed design stage of the project.C1260 (Reference2.5.4-253) and ASTM Thermal cracking control of the fill concrete below the FWSC and TB,

C1293 (Reference and surrounding the RB/FB and CB will be addressed by implementing2.5.4-254). ACI 207.2R measures that address mass concrete.(End paragraph)_ The details of the quality control and quality assurance programs for fill

concrete and engineered granular backfill are addressed in the

specifications prepared during the detailed design phase of the project.

2-1271 Revision 4February 2012

Fermi 3Combined License Application

Part 2: Final Safety Analysis Report

2.5.4-248 Borehole and Surface Geophysics Boreholes CB-C3, RB-C4,RB-C8, RB-C6, and TB-C5 Surface Arrays near RW-C1,RB-C4, MW-393 and MW-381. GEOVision Report, 7297-01Rev 0.

2.5.4-249 Black & Veatch, ARM Project No.: 07274, Geophysical WellLogging DTE Fermi 3 COL Monroe, Michigan, June 8, 2008.

2.5.4-250 Letter from GRL Dynamic Measurement and Analysis,Standard Penetration Test (SPT) Energy Measurements, July2, 2007

2.5.4-251 Terzaghi, K., R.B. Peck, and G. Mesri, "Soil Mechanics inEngineering Practice," Third Edition, John Wiley & Sons, Inc.,1996.

2.5.4-252 Youd, T.L., et al., Liquefaction Resistance of Soils: SummaryReport from the 1996 NCEER and 1998 NCEER/NSFWorkshops on Evaluation of Liquefaction Resistance of Soils,Journal of the Geotechnical and GeoenvironmentalEngineering, Vol. 127, No.10, pp. 817-833, ASCE, 2001.

2.5.4-253 ASTM C1260-07, "Standard Test Method for Potential AlkaliReactivity of Aggregates (Mortar-Bar Method)"

2.5.4-254 ASTM C1293-08b, "Standard Test Method for Determination ofLength Change of Concrete Due to Alkali-Silica Reaction"

2-1292 Revision 4February 2012