ENEnST@

SEABROOK

Februry 28, 20L3

SBK-L-13027

Docket No. 50-443

Mr. William DearL Administrator

U,S. Nuclear Regulatory Commission

Region I

21 00 Renaissance Boulevard

Renaissance Park

King of Prussia, PA 19406

Seabrook Station

Response to Confirmatory Action Letter

References:

t. NRC letter to NextEra Energy Seabrook, CAL No. l'2012'002,

Confirmatory Action Letter (CAL), Seabrook Station, Unit I 

*

lnformation Related to Concrete Degradation Issues, dated May 16,2012.

(MLrzr2s4r72)

2. NextEra Energy Seabrook Letter to NRC, SBK-L-12257, Response to

Confirmatory Action Letter, dated Deeember 13, 2012. (ML12362A323)

3. NRC letter to NextEra Energy Seabrook, Revision to Confirmatory Action

Letter, Seabrook Station, Unit 1 - Information Related to Concrete

Degradation Issues, dated January 14, 2013. (ML I 301 44555)

In Reference 1, the NRC-issued Confitmatory Action Letter (CAL) No. 1-2012-002

which confirmed commitments NextEra Energy Seabrook, LLC (NextEra Energy

Seabrook) made regarding planned actions to address alkali silica reaction (ASR) in

certain structures at Seabrook Station, and required NextEra Energy Seabrook to notiff

the NRC Region 1 Administrator il for any reason, NextEra Energy Seabrook cannot

complete any of the actions or commitments within the specified sc.hedule and to advise

the Administrator in writing of the modified schedule.

In Reference2,theNextEra Energy Seabrook requested deletion of CAL action 7, as the

results of the Mortar Bar Expansion Testing obviated the need for the long term

expansion testing; and requested that CAL action 11 be changed to be consistent with the

approach taken with CAL action 8, i.e., NextEra Energy Seabrook is to submit the

technical details ofthe anchor test program planned at the contracted research and

development facility by February 28,2013,

NextEia Energy Seabrook, LLC, P.O. Box 30b, Lafayette Road, Seabrook, NH 03874
U.S. Nuclear Regulatory Commission

SBK-L-13027lPage2

In Reference 3, the NRC approved the changes to the CAL requested in Reference 2.

In accordance with Reference 3, NextEm Energy Seabrook is submitting, in Enclosure I

ofthis letter, the technical details ofthe anchor test program planned at the contracted

research and development facility.

Enclosure 2 of this letter contains an explanatory white paper which provides an

overview ofthe testing process.

The Encloswes contain information proprietary to NextEra Energy Seabrook, therefore,

NextEra Energy Seabrook has provided redacted versions ofthe anchor test program and

the explanatory white paper.

NextBra Energy Seabrook will provide the proprietary versions.of the anchor test

program and white paper along with a request for withholding from public disclosure and

accompanying affidavit in accordance with the provisions of 10 CFR 2.390 at its earliest

convenience not later than March 15,2073.

If you have any questions of a technical nature, please contact Mr. Richard Noble, ASR

Project Manager at (603) 773-7308.

Should you have any questions regarding this letter, please contact Mr. Michael O'Keefe,

Licensing Manager at (603) 773-7745.

Sincerely,

NextEra Energy Seabrook, LLC

Kevin T, Walsh

Site Vice President

cc:

U.S. Nuclear Regulatory Commission

Attn: Document Conbol Desk

One White Flint North

11555 Rockville Pike

Rockville, MD 20852

J. G. Lamb, NRC Project Manager

NRC Senior Resident Inspectot
U.S. Nuelear Regulatory Commission

SBK-L-13027lPage3

Perry E. Plummer

Acting Director, Homeland Security and Emergency Management

New Hampshire Department of Safety

Division of Homeland Security and Emergency Management

Bureau of Emergency Management

33 Hazen Drive

Concord, NH 03305

Mr. John Giamusso, Jr., Nuclear Preparedness Manager

The Commonwealth of Massachusetts

Emergency Management AgencY

400 Worcester Road

Framingham, MA 0 I 702-5399
Enclosure 1 to SBK-L-73027

Specification for Strength Testing of Attachments in ASR-Affected Concrete
nlttPR

^i999.-lA.lF,s_ l"Nc

FNGIN6ENS

0326-0058-26

Revision 4

February 26,2013

QUALITY ASSURANCE DOCUMENT

This document has been prepared, reviewed, and approved in accordance with the Quality Assurance

requirements of 10CFR50 Appendix B and/or ASME NQA-1, as specified in the MPR Nuclear Quality

Assurance Program.

Prepared by:

Reviewed by:

Attachments in ASR-A ffected Concrete

Approved o, {P"-n w'*;ry'

Jbhn W. Simons

Spec ification for Sfre ngth Testing of

Preparedfor

NextEra Energy Seabrook LLC

P.O. Box 300

Lafayette Rd.

Seabrook, NH 03874
Revislon

Number

Sections

Revised Revision Description

0

1

4

)

lnitial lssue

All Sections

AII Sections

Section 3.0

Appendix B

All Sections

Initial Issue

Revised specification to reflect changes in the test scope and to

reflect changes in the philosophy for the Block tests (i.e., blocks to

be representative of Seabrook rathet than Bridge Girders). Also,

made minor editorial changes/clarifi cations throughout.

Revised specification to separate the two phases of anchor testing

into separate appendices. Added clariffing infonnation on the

second phase ofanchor testing that consists ofpreparation ofnew

concrete specimens.

Revised Section 3.0 of specification to reflect changes in schedule.

Revised Appendix B of specification to increase the concrete

compressive strength range and lengthen the time for recording

crack indices in the test specimens. The revised concrete

compressive strength range still falls within the tange of notmal

strength concrete at Seabrook Station and the revised length oftime

for recording crack indices was based on observed crack growth

mtes in the test specimens.

Revised specifi cation to incorporate miscellaneous editorial

clarifications throughout. Also, added specific year/editions for

general ASTM specifications and ACI Code citations.

Revision Description Sheet

Specification 032&005&26, Revision 4 ?age?of 19
Table of Contents

$peciftcation 0326-0058-26, Revision 4 Page 3 of 19
1.0

t.l

Scope or WoRr

This Specification provides the requirements for testing of attachments in concrete

affected by Alkali-Silica Reaction (ASR). The test results will be used to evaluate the

extent of structural capacity reduction for attachments at Seabrook Station in the vicinity

of concrete affected by ASR.

Vendor shall perform the following scope of work:

Prepare detailed test procedures that will govem specimen preparation, calibration,

conduct of testing, and documentation of results.

Develop and rnaintain a quality system manual, based on ISO standalds, that is

suitable for interfacing with other relevant quality systems fbr anchor research.

Procure all necessary equipment for the scope of testing.

Procure all necessary services to support the scope oftesting (e.g. calibration

services).

Execute girder test series. This effort includes the following:

Provide ASR-affected girders from the "boneyatds" for testing.

Provide a concrete slab, unaffected by ASR, to serve as a control for the girder

tests.

Conduct the tests in accordance with Appendix A to this specification. Two

separate tests are required of the Vendor, These tests shall include the

following:

Pullout tests of anchors in concrete

Breakout tests ofanchors in concrete

Specific activities to support conduct of tlrese tests include the following:

Characterization ofthe extent of ASR degradation in girders to be used

in testing

Extraction of cores for petrographic exarninations that will be performed

by the Purchaser

Installation of expansion and undercut anchors in concrete specimens

Prepare a test report documenting the test results.

t.2

Specification 0326-005&26, Revision 4 Page 4 of 19
Details regarding the above activities are provided in Appendix A.

Execute block test series. This effort includes the following:

Prepare specimens for the tests in accordance with Appendix B to this

specification. This involves fabricating the specimens from purchased cenrenl

aggregate, and reinforcing steel and driving ASR degradation in the identified

concrete specimens.

Conduct the tests in accordance with Appendix B to this specification. Two

separate tests are required of the Vendor. These tests shall include the

following:

UnconfinEd tension tests of anchors installed in concrete prior to ASR

degradation

Unconfined tension tests of anchors installed in concrete with existing

ASR

Speoific activities to support conduct of these tests include the following:

Preparation of concrete blocks and beams

Preparation of oylinders for compressive strength testing

Extraction of cores for compressive strength testing, and for petrographic

examinations that will be performed by the Purchaser

Characterization of the extent of ASR degradation in the concrete

specimens

Performance of compression strength testing to establish the 28'day

strength and the compressive strength at the time of testing

lnstallation of expansion and undercut anchors in concrete specimens

Plepare a test report documenting the test results.

Details regarding the above activities are provided in Appendix B'

2,0 Derlrunlorus

Vendor: Ferguson Structural Engineering Laboratory at University of Texas at Austin

Purchaser: MPR Associates, Inc.

Client; NextEra Energy Seabrook LLC

Specifi cation 0326-0058-26, Revision 4 Page 5 of 19
4.0

4.1

4.3

4.2

3.0 ScHeoule

All test activities shall be completed by Decernber 31,2014; the final test report shall be

submitted within four weeks of the completion of testing. The Vendor shall verifu its ability to

meet target dates. If procurernent constraints delay any listed delivery dates, the Vendot shall

notifr the Purchaser as soon as possible. The Purchaser's contact is Jolrn Simons,

(703) 519-02s8.

Tesrwe ReeurRrnaENTS

All tests shall be performed in accordance with detailed procedures developed by the

Vendor in accordance with this specification.

The preparation and characterization oftest specimens shall be conducted in accordance

with the instruc.tions provided in Appendices A and B, and the Vendor's detailed test

procedures.

Deviations from the requirements ofthis specification and/or the Vendor's approved test

procedure are prohibited without prior written approval from Purchaser. Any changes to

specimen preparation, test conditions, or any other test parameter shall be documented in

revisions to the Vendor's test procedures.

All nreasurement and test equipment which requires calibration and which is used by the

Vendor in the scope of work shall be in current calibration prior to use. The calibration

records for all such equipment shall be provided by the Vendor to the Purchaser prior to

use for the scope of work.

Testing shall be performed in accordance with the quality requirements invoked in the

Vendor's test procedures and in accordance with the Vendor's Quality Assurance System,

latest revision approved by Purchaser.

5.0 SueconrnncnNG

No testing shall be performed by any subcontractor without priot written approval by the

Purchaser. This specification shall be applied to work performed by the subcontractor.

6,0 DocumeNTATroN

6.1 The Vendor shall provide all specimen preparation and testing procedures to the

Purchaser for review and approval prior to implementation. Purchaser review and

approval will be documented by signatures on the procedure cover page. Purchaser

approval of a specific procedure mustbe documented prior to performing the specimen

preparation or testing activity covered by the procedure. Test procedures shall include all

test requirements specified in the Appendices to this specification.

4.4

Speciftcation 0326-0058-26, Revision 4 Page 6 of 19
6.2 The required test results specified in Appendices A and B shall be documented by the

Vendor in certified test reports. A separate report shall be submitted for each test series

(i.e., girder test series, and block test series). Each test report shall be provided to the

Purchaser for review and approval prior to formal submittal to the purchaser. The test

repofts shall contain, at a minimum, the following documentation:

an unmarked copy ofthe procedures used,

pictures or other documentation depicting the test set-up and conditions,

test data recorded and results,

the names ofthe individuals conducting the test

reoords demonstrating test personnel were trained to the applicable procedures,

the date the testing was performed,

calibration records of the equipment used, and

a listing of the measuring and test equipment used for each test (identified by

equipment ID) and the associated calibration records.

The test report shall include a statement indicating confonnance to the requirements of

this specification and the Vendor's project-specific quality system manual-see

Section 13.

7.0 Hor-p Porttts

The Vendor shall notiff the Purchaser seventy-two (72) hours prior to performing any specimen

preparation or testing activity. The Purchaser will notify fhe Client of these hold points upon

notification from the Vendor. Once notified, the Purchaser will provide a written response

indicating the Purchaser's desire to witness the activity.

8.0 Rronr oF AccEss

The Purchaser and the Client shall have right of access to the VendoCs facilities and records as

required for QA inspection and audit purposes. (Scope of audits does not include financial

lecords).

9.0 MeasuRIwG AND Tesr EqutprueNT CALlBRA,rloN

Pre- and post-use calibration of Measuring and Test Equipment (M&TE) is required. M&TE

shall either be calibrated and certified in accordance with an ISO 17025 accredited program or

calibrated asainst standards that were calibrated and certified in accordance with an ISO 17025

Soecification 0326-0058-26. Revision 4 Page 7 of 19
accredited prcgram. Calibralion records are required for the M&TE used. Calibration records

shall identify the person perfonning the calibration, procedure used, skndards used, and the asfound and as-left results.

10.0 Our-or-ToLERANcE Goxorlorus

If any M&TE or measurement standard is found to be out of tolerance during the post-use

calibration process, the Vendor shall provide notification of the out-of-tolerance conditions along

with associated measurement data to the Purchaser so that appropriate actions may be taken by

the Purchaser to assess the impact of this condition.

11.0 NoucoHroRMANcEs

Any nonconformances identified during performance of work govemed by this specification

shall be promptly reported to Purchaser. Dispositions of "use-as-is" require Purchaser's written

approval.

13.0 CeRrrncnrE oF GonronmANcE

All work shall be performed in accordance with Vendor's projecf-specifio quality system and

associated procedures. In lieu of a formal Certificate of Conformance, a statement of

conformance may be provided within the test report. The statement of conformance is required

to state that the testing complied with the project-specific quality system manual, the Purchaserapproved test procedures, and fhis specification. The applicable quality system manual must be

identified by the revision level and date.

Soecification 032G0058-26. Revision 4 Page 8 of 19
M.A PO Rgcprpr GonnnMATroN

The Vendor shall provide confirmation within 5 days of purchase order date flrat this purchase

order was received and accepted including confinnation that the terms of this PO can be

satisfactorily adhered to.

For revisions to this specification, the Vendor shall provide confirmation within 5 days of receipt

of the revised specification that the requirements of the revised specification can be met.

15.0 RereReNces

4.

5.

6.

7.

8.

9.

10.

Not used.

Appendix B of "Report on the Diagnosis, Prognosis, and Mitigation of Alkali-Silica

Reaction in Transportation Structures," U.S. Dept. of Transportation, Federal Highway

Adrninistration, January 20 I 0.

Seabrook Drawing No. 9763-F-101842, "Concrete General Notes & Reinforcing Splice

Length," Rev. 14, October 21,1983.

Seabrook Drawing No. 9763-F-111342, Revision 5, June 9, 1981.

Seabrook Drawing No. 9763-F-101345, Revision 7, December 30, 1982.

ASTM C42-ll, "standard Test Method for Obtaining and Testing Drilled Cores and

Sawed Beams of Concrete."

ASTM E488-10, o'Standatd Test Methods for Strength of Anchors in Conclete

Elements."

ACI 355.2-07, "Qualification of Post-Installed Mechanical Anchors in Concrete and

Commentary,"

ASTM Cl92-07, "Standard Practice for Making and Curing Concrete Test Specirnens in

the Laboratory."

ASTM C39-l la, "standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens."

Specification 0326-0058-26, Revision 4 Page 9 of 19
Appendix A - Girder Test Series

A1. Purpose

The purpose of the testing described herein is to assess the impact of ASR on the capacity of

post-installed expansion and undercut anchors covering a range of cracking indices. ASR may

have reduced the structuralcapacity ofthe attachments (expansion anchors, undercut anchors,

and embedments) in concrete at Seabrook. The results from these tests will be compared against

post-installed anchors installed in concrete with similar mechanical properties that is unaffected

by ASR to establish if ASR affects the structural capacity of attachments.

A2. Test Overview

The following information will be developed by the testing to assess the impact of ASR on the

capacity of the attachments:

t. Pullout Strength of Expansion Anchors - determine the extent to which the pullout

capacity of expansion anchors in concrete has been affected by ASR. The pullout testing

will assess the pullout strength of the anchors in concrete as a function of the level of

ASR degradation and installation effort. Pullout testing will be performed in concrete

with similar mechanical properties that is unaffected by AS& to develop a baseline for

data comparison.

Breakout Strength of Undercut and Expansion Anchors - determine the extent to which

the breakout capacity ofundercut and expansion anchors in concrete has been affected as

a function of ASR degradation. Breakout testing will be performed in concrete with

similar mechanical properties that is unaffected by ASR, to develop a baseline for data

comparison.

A3. Iesf Specr'mens

A3.1. Description

The fbllowing is a description of the concrete test specimens that will be used for testing.

o ASR-affected Concrete (Bridge Girders) - ASR-affected Bridge Girders available in the

"boneyards" at the Ferguson Structural Engineering Laboratory'

. Existing Concrete without ASR (Control Slab) - existing concrete slab available at the

Ferguson Structural Engineering Laboratory. The Control Slab has similat concrete

mechanical properties and reinforcement layout as the ASR-affected Bridge Girders.

1

Specification 032&0058-26, Revision 4 Page 10 of 19
From walkdown inspections at Seabrook, combined cracking indices (average of horizontal and

vertical) of up to 2.5 mmlm have been measured. The range of cracking indices used for testing

in the Bridge Girders shall overlap and extend beyond the cracking indices observed at

Seabrook. The data collected from the control specimen (Control Slab) sliall be used as a

baseline for data comparison.

The cracking index is a quantitative method to measure the total width of cracking per unit

length, alongthehorizontal and vertical sides of20" squares (Reference 2). For anchortesting at

Ferguson Structural Engineering Laboratory, it is permitted to modif the method by reducing

the dimensions of the square since the cracking index is a relative measurement of expansion.

A3.2. Gharacterization of ASR Degradation

Objectives:

. Confirm the presenc€ of ASR.

. Characterize the extent ofdegradation to support identification ofaleas for anchor

testing.

Applicable ASTM Test Procedure(s): ASTM C42-ll

Summary of Test Elements:

r Each specimen (Bridge Girders, Control Slab) shall be surveyed and cataloged by

marking and numbering the suitable areas with appropriate-size grids that are consistent

with the influence area of the anchor. The cracking index in each grid shall be recorded

for the ASR-affected specimens.

r The cracking index shall be determined for the Bridge Girders following the procedures

outlined above in Section 43.l.

o One cylindrical core shall be extracted in accordance with ASTM C42-11 (Reference 6)

fiom each Bridge Girder used in testing. The extracted cores shall be pr-ovided to

Purchaser for petrograph ic exarninations.

Reporting of Test Results:

The cracking indices for the concrete specimens shall be documented to support identification of

areas for anchor testing.

Specification 0326-005&26. Revision 4 Page 11 of19
44. Testing

A4.1 Pullout Testing (Test tD No. 1)

Objectives:

Detemtine if there is a correlation between the pullout capacity of expansion anchors and

the degree of ASR as measured during petrographic examinations or the degree of

observed surface cracking.

Determine if there is a relationship between pullout capacity and installation effort of

anchors.

Applicable ASTM Proeedure(s/: ASTM E488-10

Suntmary of Test Elements:

r Post-instal ion anchors per manufactuter's

specifications, except embedment depth shall be adjusted such thallthg@bqfails by

pullout. The nominal embedmentdepth should be in the rung" ofJ Th"

expansion anchors shall be installed in each of the following types of concrete

specimens:

Bridge Girders

Control Slab

Each anchor shall be given unique identification marks or numbers.

Approximatelyfexpansion anchors shall be installed in the Bridge Girders and

approximatelylexpansion anchors shall be installed in the Control Slab. The number

of tests in the Bridge Cirders may be reduced if concrete quality considerations limit the

portion of the Girders that are suitable for testing.

The expansion anchors in the Bridge Girders shall be installed in areas of concrete with a

range of cracking indices that overlaps and extends beyond the mnge of cracking indices

observed at Seabrook. At leastflevels of cracking indices shall be tested.

A sufficient number of expansion anchors shall be installed with alinstallation effort

to simulate the relaxation of concrete undet load.

The expansion anchors shall be installed such that the spacing and edge distances do not

influence the failure load. ln addition, the anchors shall not cut through the reinforcing

steel during installation.

Confined pullout tests shall be conducted on the post-installed expansion anchors.

SDecification 0326-0058-26. Revision 4 Page 12 of 19
The above testing shall use ASTM E488-10 (Reference 7) and ACI 355.2-07 (Reference 8) as

guidance.

Reporting of Test Results:

Cornparisons of the pullout capacity of the anchors in ASR-affected .o,r"r"t, (Bridge Girders) to

the puf lout capacity of the anchors in similar conorete unaffected by ASR (Control Slab) shall be

devetoped as a function of the level of ASR degradation and installation effort.

A4.2. Breakout Testing (Test lD No. 2)

Objective:

Determine if there is a correlation between the breakout capacity of undercut anchors and

the degree of ASR as determined by petrographic exarniuations of ASR or the degree of

observed surface cracking.

Determine if the breakout capacity ofexpansion anchors in ASR degraded concrete is

more limiting than the pullout capacity of expansion anchors in similar concrete.

Applicable ASTM Procedure(sJ: ASTM E488-10

Summary of Test Elements:

o Post-instal anchors per man ufacturer's

specificafions, except embEdment depth shall be adjusted such that th9.-4!l9har-fails by

breakout'Thenominalernbedmentdepthshouldbeinthe,ung"of,tt'"

undercut anchors shall be installed in each of the following types of concrete specimens:

Bridge Girders

Control Slab

Each specimen shall be given unique identification marks or numbers,

Approximatelyfundercut anchors shall be installed in the Bridge Gilders and

approxirnatelyfundercut anchors shall be installed in the Control Slab. The number of

tests in the Bridge Girders may be reduced if concrete quality considerations limitthe

portion of the Cirders that are suitable for testing.

Post-instal anchors per manufacfu re['s

specifications, except embedment depth shall be adjusted such that thp eqShAr,fails by

breakout. The nominal embedment depth should be in the t*g. otJ rn"

expansion anchors shall be installed in each of the following fypes of concrete specimens:

Bridge Girders

ControlSlab

Soecification 032GO058-26, Revision 4 Page 13 of 19
Approximatelyfexpansion anchors shall be installed in the Bridge Girders and!

expansion anchors shall be installed in the Control Slab. The nunber of tests in the

Bridge Girders may be reduced if concrete quality considerations limit the portion of the

Girders that are suitable fbr testing

The anchors in the Bridge Girders shall be installed in areas of concrete with a range of

cracking indices thqloverlap and extend beyond the range ofcracking indices observed at

Seabrook. At leastflevels of cracking indices shalt be tested.

The anchors shall not cut through any reinforcing steel during the installation process.

Unconfined breakout tests shall be conducted on the post-installed undercut and

expansion anchors.

The above testing shall use ASTM E488-10 (Reference 7) and ACI 355.2-07 (Reference 8) as

guidance.

Reporting of T'est Results;

Comparisons of the breakout capacity of the undercut anchors in ASR-affected concrete

(Bridge Girders) to the breakout capacity of the undercut anchors in similar concrete

unaffected by ASR (Control Slab) shall be developed as a function of the level of ASR

degradation.

Comparisons of the breakout capacity of the expansion anchors in ASR-affected concrete

to the puilout capacity of expansion anchors in ASR-affected concrete with similar

cracking indices shall be developed.

Specification 0326-0058-26, Revision 4 Page 14 of 19
Appendix B - Block Test Series

81. Purpose

The purpose of the testing described herein is to assess the impact of ASR on the capacity of

post-installed expansion and undercut anchors covering a range of cracking indices. ASR may

have reduced the structural capacity ofthe attachments (expansion anchors, undercut anchors,

and embedments) in affected concrete at Seabrook. The results from these tests will be

compared against post-installed anchors installed in con*ete with similar rnechanical properties

that is unaffected by ASR to establish the affect of ASR on the structural capacity of

attachments.

82. Test Overview

The fotlowing information will be developed by the testing to assess the impact of ASR on the

capacity of the attachments:

1. Anchors Installed in Concrete Subsequently Affected by ASR - determine the extent to

which the capacity of anchors installed in concrete prior to ASR has been affected as a

function of the level of ASR degradation. Testing will be performed in concrete with

similar mechanical properties that is unaffected by ASR, to develop a baseline for data

comparison.

2. Anchors Installed in Concrete with Existing ASR - determine the extent to which the

capacity of anchors installed in concrete with existing ASR has been affected as a

function ofthe level of ASR degradation. Testing will be perfonned in concrete with

similar mechanical properties that is unaffected by AS& to develop a baseline for data

comparison.

8,3. Iesf Specimens

83,1. Description

The concrete specimens used for testing will have similar concrete mechanical properties and

reinforcement layout as the walls at Seabrook Station made with highly reactive aggregate and

high alkali cement. The concrete specimens will be in the following forms:

Concrete Blocks

concrete Beams

Specifi cation 0326-0058-26, Revision 4 Page 15 of 'l I
Control tests and testing at degraded levels of ASR will be perfonned on the specimens. Control

testing will be performed in concrete after the test specirnen has gained sufficient strength, but

before ASR has progressed to deleterious levels.

From walkdown hrspections at Seabrook, combined cracking indices (average of horizontal and

vertical) of up to 2.5 mm/m have been measured. The range of uacking indices used for testing

in the Concrete BeamVBlocks shall overlap and extend beyond the cracking indices obsewed at

Seabrook. The data collected from the control tests shall be used as a baselirre for data

comparison.

The cracking index is a quantitative method to measure the total width of cracking per unit

length, along the horizontal and veftical sides of20" squaxes (Reference 2). For anchor testing at

Ferguson Structural Engineering Laboratory, it is permitted to modifr the method by reducittg

the dimensions of the square since the cracking index is a relative measurement of expansion.

83.2. Preparation of Test Samples

Applieable ASTM Procedure(s): ASTM C39-l Ia, C42-ll andCl92-07

Requirements:

lcon"t"te Blocks andlconcrete Beams shall be prepared and cast in accordance

with ASTM Cl92-A7 @efercnce 9).

The Concrete Blocks shall be approximatetyJflti"r.,It,igh, andJlong.

The concrete Bearns shall be approximatetyJtnict,Jtigh, undJlong.

x design shall provide a concrete compressive strength of approxirnately

which is within the ranee of normal

The reinforcement of concrete blocks slrall be similar to the walls at Seabrook Station.

Bidirectional reinforcement shall be used on both sides of the with

concrete clear cover

I

Accelerated ASR degradation shall be driven in the Concrete BlockVBeams per

procedures developed by Vendor to obtain a range ofcracking indices for testing that

overlaps and extends beyond the range ofcracking indices observed at Seabrook. At

teastJlevels of cracking indices shall be tested.

Cylinders shall be cast at the time the concrete specimens (Concrete Blocks and Beams)

are cast in accordance with ASTM Cl92-07 (Reference 9). Compressive strength testing

shall be performed in accordance with ASTM C39-1la (Reference l0) to establish the

28-day oompressive strength of each test specimen,

SDecification 032&0058-26, Revision 4 Page 16 of 19
Cores shall be taken each time a concrete specimen is used for anchor testing. Cores

shall be taken in accordance with ASTM C42-ll (Reference 6). Cornpressive strength

testing shall be perfonned in accordance with ASTM C39-1la (Reference l0) to establish

the compressive strerrgth of each specimen at the time of testing.

A core taken fi'om the concrete specimens shall be provided to Purchaser at each stage of

anchor testing (control stage and at each level of ASR-degradation) for petrographic

examrnauonrlt"ee Decrron ol.it.

Source ofTest Samples:

Test samples shall be provided by the Vendor.

Reporting of Test Results;

The compressive strength of the concrete cylinders and cores shall be documented.

83.3. Characterization of ASR Degradation

Objectives:

o Confirm the presence of ASR.

. Characterizethe extent of degradation to determine when testing shall be conducted.

Applicable ASTM Test Procedure(s)z ASTM C42-ll

Suntnnry of Test Elements:

r Each specimen (Concrete Blocks, Concrete Beams) shall be surveyed and cataloged by

marking and nurnbering the suitable areas with appropriate-size grids. The layout of

anchor locations shall be consistent with the influence area of the anchor.

o The cracking index in each grid shall be determined for the Concrete Blocks/Beams

fbllowing the procedures outlined above in Section 83.1. The crack indices of rccord

shall be taken no *or" thunlprior to the start oftesting at a given ASR level. This

period of time is sufficient based on observed crack growth rates'

. Up tolconcrete specimens (cores) shall be provided to Purchaser for petrographic

examinations. Thelpetrographic specimens will be representative of the condition of

the test blocks/bearnGt ihe time a series of anchor tests is performed: control plusf

levels of ASR degradation. Cores shall be taken in accordance with ASTM C42-ll

(Reference 6).

Reporting of Test Results:

The cracking indices for the concrete specimens shall be documented to detennine when testing

should be conducted in the Concrete Blocks/Beams.

Speo'fication 0326-0058-26, Revision 4 Page 17 of 19
B,4. Testing

Abjectives:

affects the capacity ofthe anchors.

Applicable ASTM Procedure(s/: ASTM 8488-10

Sunntary of Test Elements:

Determine the reduction in the capacity of anchors at different levels of ASR degradation

as determined based on the degree ofobserved surface cracking.

Determine if the installation of fhe anchors in conmete prior to, or after ASR degradation

onetestsetincludes!anchorsofeachcombinationli'tedinfbyanchortype,

diameter, and embedment depth. Post-install these anchors per manufacturer's

specifications, in the Concrete Blocks and Concrete Beams.

Each anchor shall be given unique identification marks or numbers.

With the mutual agreement of both Vendor and Purchaser, the scope of testing may be

adjusted based on insight gained from testing.

The anchors shall be installed such that the anchor spacing and edge distances do not

influence the failure load. ln addition, the anchors shall not cut through the reinforcing

steel during installation.

Each level of ASR degradation at which testing is performed shall be approved by

Purchaser prior to testing.

Control Tests * Unconfined tension tests shall be conducted with one (1) test set after the

test specimen has gained suflicient strength, but before ASR has progressed to

deleterious levels.

Tests with Anchors Installed Pre-ASR - Unconfined tension tests shall be conducted with

faru sets, one at each level ofASR degradation. The anchors in allJtest sets

Specification 032il05&26, Revision 4 Page 18 of 19
shall be installed after the test specimerr has gained suffrcient strength, but before ASR

has progressed to deleterious levels.

Tests with Anchors Installed Post-ASR - Unconfined tension tests shall be conducted

*itnftest setso one at each level ofASR degradation. The anchors in each test

set shall be installed in the test specimen once it has reached the desired level of ASR

degradation.

The above testing shall use ASTM 8488-10 (Reference 7) and ACI 355.2-07 (Reference 8) as

guidance.

Reporting of Test Results:

Comparisons of the capacity of the anchors in ASR-affected concrete to the capacity of the

anchors in similar concrete unaffected by ASR shall be developed as a function of the level of

ASR degradation and whether the anchors were installed before or after ASR degradation

developed.

Specification 03264058-26, Revision 4 Page '19 of 19
Enclosure 2 to SBK-L-13027

Testing of Anchors in ASR-Affected Concrete -

A Test Plan Overview
AIUPR 4.9t99!41!g |l.9

E'{GINfERS

Testing of Anchors tn AsR-Affected

Concrete - A lesf Program Overuiew

0326-0058-156

Revision 0

February 26,2013

Prepared by:

Reviewed by:

Reviewed &

Approved by:

Preparedfor

NextEra Energy Seabrook LLC

P.O. Box 300

Lafayette Road

Seabrook, NH 03874

320 KING STREET ALEXANDRIA. VA 22314.323D 703-519-0200 FAX: 703-51S0224 hllp:/ /ilvw'mpr.co.n
AMPR Ail9c_lf1F9 l!!-c:

EfVGINEFIIS

Testing of Anchors in ASR-Affected Goncrete - A Test

Program Overuiew

1. Objective

The olrjective of the Anchor Test Program is to provide a quantitative assessment of the impact

of alkali-silica reaction (ASR) on anchor performance using an approach that is consistent with

the cunent design basis for anchors at Seabrook Station. The program must provide sufficient

technical rigor and documentation to support using the results as a design input to Seabrook

Station design calculations. Specific goals of the testing are:

. Support a long-term assessment of the impact of ASR on anchor capacity rplative to the

design basis.

r Systematically quantiff the relative impact of ASR on anchor capacity by comparison of

anchor tests at various levels of ASR degradation to control tests (i.e., tests performed prior

to the development of ASR degradation).

We currently envision applying the results to the anchors at Seabrook Station in the fonn of a

reduction factol to the cument design capacities. The factor would be determined from the

testing and applied to the design capacity of the anchor. This approach maintains the safety

factor of four on the tested capacity as required by the Seabrook Station response to NRC IE

Bulletin 79-02 (Reference 1).

2. Baekground

MPR has been supporting Seabrook Station in assessing the structural impact of ASR on safetyrelated, reinforced concrete structures at the plant, including the capacity of anchors embedded in

ASR-affected concrete. Due to the lack of available data on the impact of ASR on embedded

anchors (e.g., expansion and undercut anchors), MPR initiated a test program at the Ferguson

Structural Engineering Laboratory (FSEL) at the University of Texas at Austin in late 201 L The

Anchor Test Program consists of two series as outlined below.

. Girder Series-The initial test series was aimed at determining if ASR significantly affects

the performance of anchors embedded in concrete. This test series used ASR-affected

girders that were available at FSEL. These tests covered a single embedment depth and

used both expansion anchors and undercut anchors. The girders were useful for studying

the effects of ASR on anchors, but were not representative of the concrete components at

Seabrook Station. The Girder Series, which is documented in MPR-3722, Revision 0

(Reference 2), provided sufficient insights to support our interim assessment of ASR on

structures at Seabrook Station (MPR-3727, Revision l; Reference 3).

0326-0058- I 56

Revision O
e Block Series-Tlre second test series is a systematic quantification of the effect of ASR on

expansion anchorc using specimens representative of Seabrook Station, performed in a

manner consistent with the design basis testing program. This test series uses specimens

(concrete blocks or beams) manufactured by FSEL to closely represent the concrete

components at Seabrook Station. These tests will systematically determine the effect of

ASR on anchor capacity covering: (l) a variety of embedment depths with both expansion

anchors and undercut anchors; (2) multiple levels of ASR degradation; and (3) anchors set

both prior to and after the development of ASR. The Block Series is curuently underway.

The remainder of this document will focus on the Block Series, which is intended to support a

long-tenn assessment ofthe impact of ASR on anchor capacity relative to the design basis. The

Girder Series was performed only to understand the potential effects of ASR on anchors and

support operability.

3. Summary

The Block Series of the Anchor Testing Program is designed to quantifr the irnpact of ASR on

anchor capacity as a function of the severity of ASR degradation, systernatically varying fhe size

and embedment depth of the anchors. The overall approach of the test program and the testing

method are consistent with the original anchor qualification testing that established the anchor

design capacities for Seabrook Station, with one notable exception. The exception is that the

concrete test specimens will be more representative of the concrete structures at Seabrook

Station than the generic specimens used in the qualification testing. Further, the current vision

for applying the results maintains the current safety factors per NRC IE Bulletin 79-02.

All Block Series specimens have been manufactured and arc undergoing accelerated aging.

Based on current degtadation rates, anchor tests at the first ASR degradation level are targeted

for later this year.

4. Discussion

4.1. Seabrook Desrgn Basis

The design basis for the capacity of concrete anchor bolts at Seabrook Station is based on NRC

IE Bulletin 7g-Oz,Revision 2 (Reference l).t This document requires the capacity of concrete

expansion anchors to be based on test results (mean failure loads) and incorporate a safety factor

of 4 for wedge type anchors. The Seabrook Station UFSAR states (Reference 4, Section 3.9(B),

Page 40):

Component supports ale connected to concrete walls and slabs by either welding

to enbedded plates, or by bolting to the concrete with either concrele expansion

anchors (wedge type) or concrete inserts. The response to the 'A/RC'S IE Balletin

No. 79-02, fReference 2J, was used as a guide,for the design of the concrete

expansion rmchors. The maximum allowable design loads.for the concrele

expansion anchors for ASME Class I, 2, and 3 supports vere developed using the

I The design basis for concrete Seismic Category I structures other than Containment, ACI 318-71, does not address

the capacity ofconcrete anchor bolts.

03260058-l 56

Revision 0
nxanafaclurer's ultimate louds und o safety factor oJ'4 for u,orst case loading

(nonnal and upset orfaulted loads).

The test results supporting the Seabrook Station expansion anchor design basis were furnished

by the expansion anchor vendor, Hilti (Reference 5). The qualification testing was not specific

to Seabrook Station. Instead, the qualification 0esting was intended to support use of Hilti

expansion anchors throughout the industry. The testing was performed in generic concrete slabs

using limestone aggregate (3/4-inch) with specified cornpressive strengths of 2,000, 4,000 and

6,000 psi. Slab thicknesses varied based on the anchor diameter tested. Tensile (i.e,, pullout)

testing was performed using a threeJegged reaction frame (i.e., a tripod). The frame distributed

the anchor reaction to outside of area of influence for an anchor: 24-inch diameter circle for

anchor diameters of 3/4-inch or less, and a 3O-inch diameter circle for anchor diameters of 1-inch

and larger. The design capacity for a given expansion anchor is the mean failure load reduced by

a safety factor of four. For concrete specified compressive strengths other than those tested,

design capacities were determined by lineat interpolation.

The generic qualification testing is supplernented by site-specific testing on Hilti Kwik Bolt

expansion anchors performed at Seabrook Station by Hilti (References 6 andT). This testing

fbcused on the minimurn torque applied to the nut of the expansion anchor to ensure adequate

performance; it was not intended to define anchor capacity. The testing program was performed

in the Unit 2 Primary Auxiliary Building (Hilti Kwik Bolt 1) and Tank Fann (Hilti Kwik Bolt

Super), Seismic Category { (safety-related) reinforced concrete structures with a specified

compressive strength of 3,000 psi,

4.2. Overuiew of BlockSeries

The Btock Series is a systematic quantification of the effect of ASR on expansion anchors. The

tests will be conducted consistent with the original qualification, but with specimens that are

representative of Seabrook Station and have varying levels of ASR degradation. The relative

impact of ASR on anchor capacity will be determined by comparison of anchor capacity at

different levels of ASR degradation to control tests conducted prior to development of ASR.

The Block Series includes tests ofexpansion anchors that have been installed both before

significant ASR has developed and after the desircd extent of ASR degradafion has occured (see

Section 4.2.2). By testing anchors that were installed before and after the development of ASR,

the Block Serics inherently accounts for any loss of torque/pretension due to ASR.'

4.2.1. Specimen Design

The concrete blocks and beams have been manufactured to closely represent the reinforoed

concrete components at Seabrook Station. The representativeness to concrete to Seabrook

Station exceeds that of the specimens used in the original qualification testing.

2 The Girder Series assessed the impact ofreduced anchor torque on anchot capacity at nrultiple levels ofASR

degradation. Compadson ofanchor capacities at full-torque and reduced torque (507o) showed that teduced anchor

torque had no measurable effect on ultimate capacity (Reference 3, Figure 7- l). This suggests that there should not

be a difference irr anchor capacity for anchors installed ptiot to ASR and those installed after ASR.

03260058-',r56

Revision 0
The two-dimensional reinforcement mats used reflect tvpical plant details such as rebar

_-- 

-

- 

Providing reinforcemenx mats and clear cover consistent with the plant is

important with regard to applying similar confinement of the ASR expansion and

correlating cracking in the cover of the specimons to thnt at Seabrook Station.

4,2.2. Scope of Block Series

The Block Series consists of three types of tests as described below.

r Control Tests-The control tests provide a baseline by which to judge potential reductions

in anchor capacity due to ASR. These tests will be perfonned after the test specimens have

gained suf{icient strength but before ASR has progressed to deleterious levels as

determined from the Cornbined Cracking Index (CCI).

. Post-lnstalled Tests-These tests will quantify the impact of ASR on the capacity of postinstalled anchors for at leastllevels of ASR degradation. The anchors will be

installed in the concrete test specimen at the tirne of testing. These results reflect the

scenario where anchors are installed after ASR cracking has occurred.

r Pre-Installed Tests--These tests will be similar to the post-installed tests, except the

anchors will be installed prior to development of deleterious levels of AS& but not tested

until the ASR degradation has progressed to the level of ASR degradation as determined

using the CCI. These results are applicable to anchors that were installed during original

construction or early in plant life. Results from the pre-installed tests will be compared to

results from the post-installed tests to sssess whether the irnpact of ASR on anchor

capacity is different if ASR developed after the anchor was installed.

Station for the attrlbqles that :fq ilqpertant for anchor performance: 28-dav compressive

.sIrengIn.-o".*""n-.il|uUUafStragglgrrargltU1rrlual",,oJ.

A total o[t"rt sets will bpgggformed: one set for the control tests and one set for eqgh of

o;", ;;o P5[frc".'. ot^t* *n'.ffsists or|

The concrete mix used fbr these specimens rvas cnnsistent with that used at Seabrook

=,,.,r,-,, 

.-r.,,.=lIE...rIar-_!-,4!r:!,-r!! orr".rrr-.f-..-!-.'-erLuL 4rrv'urJ n

0326-0058-t56

Revision 0
The ASR degradation in the test specimens will be corelated to degradation levels at Seabrook

Station using the CCI, an approximate measure of expansion based on visible cracking in a unit

area. The CCI will be measured in a unit area centered about each tested anchor prior to testing.

Additional information regarding the test specimens will be generated. The compressive

strength of each test specimen will be determined at the time of testing from drilled cores.

Petrography will be performed on a drilled core representative of each level of ASR degradation.

The petrographic examinations will assess ASR degradation using the damage rating index

(DRI) and the visual assessment rating (VAR) to facilitate comparison to petrographic

examination of cotes from Seabrook Station.

4.3. Evaluatian of fesf Resulfs

Application of Test Results to Anchors at Seabrook Station

The current vision for applying the results frorn the Block Series is a capacity reduction factor

that maintains the IE Bulletin 79-02 safety factors. The reduction factor would be determined

relative to the control tests for each anchor type/embedrnent depth and vary with CCI. Figure I

shows an example (rnock-up) of potential test results for one anchor type/embedment depth

assuming five tests at eaph of three levels of ASR degradation (plus the control). A trend linE

through the data illustrates a reduction factor curve based on a best fit of the data. The reduction

factor begins at 1.0 with the control tests and decreases as CCI increases. Based on the results

from the Girder Series, significant reduction factors (significantly less than 1.0) are not expected

until CCI becomes quite large (about 6 mm/m).

Equation I shows example equations that could be used to determine and irnplernent the

reduction factor. Since the reduction factor fbr ASR is applied to the design capacity of the

anchor, the safety factor of four inherent in the design capacity is maintained.

0326405&156

Revision 0
Comblncd Cracking Index (CClf

Figure 1. Example of Potential Test Results and Reduction Factor

ALenchortr1q=X : DB ALlnchort * RF4761ay1,661=y

Where: AL = Allorvable Load accorurtins forASR at a CCI of X

Equation I

DB = Desigr Basis

RF = Reduction Factor

The urdercnt anchor tests rvill provide insights into the behavior of cast-in-place enrbedrueuts in

ASR-affected concrete. Cast-iu-place eurbedruents are desipoed such that dtctile failure of the

steel shauk linrits the capacity. This desigur practice results in a concrete breakout capacity that

is usually sipnrificautly greater than thal of the steel shank. Before ASR degradation rvould affect

the rated capacity of the eurbedment, the concrete breakotrt capacity rvould ueed to be rednced

below that of the steel shank. Thus, the reduction in rated capacity would only be proportionnl to

the loss in concrete breakout capacity, belorv the point at rvhich the enrbedment capacity begau

to be lirnited by concrcte breakout. Restrlts fiour the rurdercut anchor tests rvill be used to

estimate the depree of ASR degradation rvhere the concrete breakout capacity begius to lirnit the

rated capacity of erubedurents over: the steel shank.

Comparlson to Concrete Gapacity Method

The coucrete capacity (CC) ruethod is the urodem standard for the desipur of concrete

attachnents (expansion anchors, cast-in-place eurbedurents, etc-). This rnethod is used by the

latest editions of ACI 318 aud ACI349 to calculate the capacity of attacbnrents for concrete

faihue modes (breakout. pryout, etc.). The developmeut of the CC rnethod rvas par{ially

empirical-theoretical equatious fine-hned with historical test data. NUREG/CR-5563

(Reference B) clescribes the CC urethod and other concrete attacbneut desigo methods in geater

detail^ The CC nethod includes different factors tbr urcracked conct'ete aud cracked concrete.

0326-00s8-156

Rcr.icion 0
5.

L

Results from the Block Series results will be compared to the CC Method to assess whether

behavior of anchors in ASR-affected concrete is similar to that in concrete cracked by other

mechanisms such as external loads (flexure, shear, etc.) or restrained shrinkage.

4.4. Cunent Sfafus of Block Series

The manufacture of all Block Series specimens is complete. All specirnens are undergoing

accelerated aging in the new environmental curing facility. The control tests were performed in

late2012. Based on current expansion rates pre- and post-installed tests for the first ASR

degradation level are expected later this year.

References

Public Service Company of New Hampshire letter, dated Jan.4,1980, to NRC Region I,

Office of Inspection and Enforcement (response to NRC IE Bulletin 79-A2, "Pipe Support

Base Plate Designs Using Concrete Expansion Anchor Bolts," Revision 2, November 8,

1979).

MPR-3722, "strength Testing of Anchors in Concrete Affected by Alkali-Silica Reaction,"

Revision 0 (Seabrook FP No. 1007i8).

MPR-3727, "seabrook Station: Impact of Alkali-Silica Reaction on Concrete Structures

and Attachments," Revision I (Seabrook FP No. 100716).

Seabrook Station Updated Final Safety Analysis Report, Revision 14.

Seabrook Foreign Prlr;tt 44412, "Hilti Anchor and Fastener Design Manua[," Revision 0.

Seabrook Foreign Pfint 44132, "Torque vs. Pretension Test for Hilti Kwik-Bolt Concrete

Expansion Anchors performed at Seabrook Station in Seabrook, New Hampshire on

February 12,13,16,1979: March 15,1979; and March 10, 11, 12,13,1981," Revision 0.

Seabrook Foreign Print 47369, "Torque vs. Pretension and Pullout Test of Hilti Super

Kwik-Bolt Conuete Expansion Anchors performed at Seabrook Station in Seabrook, New

Hampshire on June 17,18, and 19, 1981," Revision 0.

NUREG/CR-5563, "A Technical Basis for Revision to Anchorage Criteria," March 1999.

0326005&156

Revision 0

t

J.

4.

5.

6.

1