Enclosure 2 to SBK-L-12106

The Evaluation,

"Impact of ASR on Concrete Structures and Attachments"

(Foreign Print 100716)
UMPR

ASSOCIATES INC.

ENGINE E RS

MPR-3727

Revision 1

(Seabrook FP # 100716)

May 2012

Seabrook Station:

Impact of Alkali-Silica Reaction on

Concrete Structures and Attachments

QUALITY ASSURANCE DOCUMENT

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

requirements of 1 OCFR50 Appendix B and/or ASME NQA-1, as specified in the MPR Nuclear Quality

Assurance Program.

Prepared for

NextEra Energy Seabrook, LLC

P.O. Box 300, Lafayette Rd., Seabrook, Ni- 03874

Page 1 of 182
*MPR ASSOCIATES INC.

E N G I N E EP S

Seabrook Station:

Impact of Alkali-Silica Reaction on

Concrete Structures and Attachments

MPR-3727

Revision 1

(Seabrook FP# 100716)

May 2012

QUALITY ASSURANCE DOCUMENT

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

requirements of 1 OCFR50 Appendix B and/or ASME NQA-1, as specified in the MPR Nuclear Quality

Assurance Program.

Prepared by: Z-" 0-9 .. ,-"- Robert J."Vayda

Prepared by: 96~~-cz

Prepared by:'k-4 l&;--v&

lJohn W. Simons

Reviewed by: ___ _

Dr. Oguzllfan Bayrak, P.E.

Approved by: a 'a-'i40."•7 zL7i

A. Thomas Roberts

Jafnes E. Morondy

Reviewed by: A /4

Robert B. Keating, PF.E.

Other MPR Contributors External Contributor

Chris Bagley

Eric Federline

Kevin F. Gantz

James L. Hibbard

Ryan Maisel

David J. Werder

Nick Scaglione

Concrete Research & Testing, LLC

Prepared for

NextEra Energy Seabrook, LLC

P.O. Box 300, Lafayette Rd., Seabrook, NH 03874

320 KING STREET ALEXANDRIA, VA 22314-3230 703-519-0200 FAX: 703-519-0224 http:\\www.mpr.com

Page 2 of 182
RECORD OF REVISIONS

Revision [Affected Pages Description

0

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Initial Issue

Editorial corrections/clarifications, reissue of the calculation in

Appendix A, and incorporation of additional Figures (3-1 &

6-2) to aid the reader.

MPR-3727

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Executive Summary

NextEra Energy has identified the presence of pattern cracking typical of Alkali-Silica Reaction

(ASR) in multiple Seismic Category I structures at Seabrook Station. ASR can be explained

simply as the reaction between silica from the aggregate and alkali constituents in the cement or

the pore solution. This reaction produces a gel that expands as it absorbs moisture. Expansion

of the gel exerts tensile stress on the concrete resulting in cracking. ASR cracking may degrade

the mechanical properties of the concrete necessitating an assessment of the adequacy of the

structures and supports anchored to the structures.

This report evaluates the near-term adequacy of concrete structures affected by ASR and

system/component anchorages in ASR-affected concrete at Seabrook Station. The evaluation

addresses:

* the effect of ASR on the structural demand and seismic response of the concrete buildings,

" the potential for local failure of individual concrete components (e.g., walls or slabs), and

" the effect of ASR on the capacity of the concrete anchors and embedments.

Confinement provided by reinforcing steel and other restraints (e.g. deadweight of the structure)

is a key factor in assessing the impact of ASR on reinforced concrete structures. Confinement

limits ASR expansion of the in situ structure, which reduces the extent of deleterious cracking

and the resultant reduction in concrete mechanical properties. Given this interplay between

expansive ASR degradation and structural restraint, the structural assessment herein relies on

structural testing rather than typical materials type testing on concrete cores removed from the

structure.

The conclusion of our assessment is that, given the current extent of ASR cracking, the

reinforced structures at Seabrook Station remain suitable for continued service for at least an

interim period. This conclusion is based on the following considerations.

" ASR has a negligible effect on the structural demand and seismic response of the

reinforced concrete structures at Seabrook Station.

* Although there may have been some reduction in structural capacity, the reduction is less

than that necessary to challenge the suitability of the structures for operation during an

interim period.

- Results from a comprehensive walkdown effort show that the extent of ASR

cracking in the great majority of areas in the plant is sufficiently low and that

published guidance indicates that detailed evaluations are not necessary in such

cases.

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For the areas that had sufficient cracking to merit a detailed evaluation, the great

majority either have positive margin or sufficient margin that can likely be recovered

to accommodate potential effects of ASR degradation.

Given the conservatism in the evaluation methodology and the fact that the available

test data on effects of ASR on reinforced concrete components are for small-scale

tests that are not representative of a large structure, there is reasonable assurance that

structures are suitable for continued service.

There is little reduction in anchor capacity at the maximum cracking levels observed in the

plant. Any small reduction in capacity is readily offset by conservatisms in the design

capacity of the anchors, or by crediting the average 28-day compressive strength for

concrete at Seabrook Station instead of the specified strength.

The assessment herein will be further supported through (1) full-scale testing programs regarding

shear and lap splice performance for elements without transverse reinforcement; and (2) a

comprehensive anchor testing program.

Finally, this report identifies follow-on actions that will provide an assessment of the long-term

adequacy of plant structures and anchorages and provide for Aging Management Program

(AMP) parameters for extended plant operations.

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Contents

1 Introduction .................................................................................................... 1-1

1.1 Purpose ..................................................................................................................... 1-1

1.2 Background ............................................................................................................... 1-1

1.3 Strategy for Addressing ASR ................................................................................... 1-3

1.4 Scope of Report ........................................................................................................ 1-4

2 Sum m ary of Results and Conclusions ............................................................ 2-1

2.1 Impact of A SR on Structures .................................................................................... 2-1

2.2 Im pact of A SR on Anchors ....................................................................................... 2-4

2.3 Path Forward ............................................................................................................. 2-4

3 Characterization of ASR Degradation .............................................................. 3-1

3.1 Exam ination and Testing of Cores ........................................................................... 3-1

3.2 Field W alkdowns ...................................................................................................... 3-4

4 Approach for Structural Assessm ent .............................................................. 4-1

4.1 ASR Degradation of Reinforced Concrete Structures .............................................. 4-1

4.2 Structural Assessment Approach .............................................................................. 4-6

4.3 Suitable for Continued Operation Versus Design Basis ........................................... 4-8

5 Evaluation of Structural Demand and Seismic Response ............................. 5-1

5.1 Design Basis ............................................................................................................. 5-1

5.2 Stiffness of Reinforced Concrete Com ponents ......................................................... 5-4

5.3 Study of Containment Enclosure Building ............................................................... 5-5

5.4 Conclusions ............................................................................................................... 5-7

5.5 Future Actions .......................................................................................................... 5-7

6 Evaluation of Structural Com ponents ............................................................. 6-1

6.1 Design Basis ............................................................................................................. 6-1

6.2 Screening of Structural Components ........................................................................ 6-3

6.3 Detailed Com ponent Evaluations ............................................................................. 6-7

6.4 Conclusions ............................................................................................................. 6-17

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Contents (cont'd.)

6.5 Future Actions ........................................................................................................ 6-18

7 Evaluation of Structural A ttachm ents .............................................................. 7-1

7.1 Design Description ................................................................................................... 7-1

7.2 Failure M echanism s and Design Philosophy ............................................................ 7-4

7.3 Design Basis ............................................................................................................. 7-5

7.4 Testing on Anchor Perform ance in ASR-affected Concrete .................................... 7-6

7.5 Conclusion .............................................................................................................. 7-11

7.6 Future Actions ........................................................................................................ 7-13

8 Path Forward ...................................................................................................... 8-1

8.1 Testing Programs ...................................................................................................... 8-1

8.2 Degradation Rate ...................................................................................................... 8-3

8.3 Long-Term Assessm ent of Impact of A SR .............................................................. 8-3

8.4 Aging M anagement Program Action Levels ............................................................ 8-4

9 References ......................................................................................................... 9-1

9.1 Codes and Standards ................................................................................................. 9-1

9.2 Reports ...................................................................................................................... 9-1

9.3 Calculations .............................................................................................................. 9-2

9.4 Draw ings ................................................................................................................... 9-2

9.5 Technical Papers ....................................................................................................... 9-3

9.6 Seabrook Specifications, Design Guides, and M anuals ........................................... 9-3

9.7 Other References ...................................................................................................... 9-4

A Structural Component Calculations ............................................................ A-1

B Normalized Hilti Kwik Bolt Capacities ....................................................... B-1

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Tables

Table 3-1. Summary of Walkdown Results (Reference 9.2.9, Table 2-1) .................................. 3-8

Table 6-1. Criteria for Screening ASR-Affected Areas .............................................................. 6-4

Table 6-2. Results of ASR-Affected Area Screening for Structural Evaluation ........................ 6-5

Table 6-3. ASR-Affected Areas Selected for Detailed Evaluation ............................................. 6-6

Table 6-4. Limit States Considered for Effect of ASR ............................................................... 6-8

Table 6-5. Summary of Detailed Evaluation Results for Selected ASR-Affected Areas ......... 6-14

Table 6-6. Evaluations of Possible Concern for ASR-Affected Areas ..................................... 6-15

Table B-1. Hilti Kwik Bolt Normalized Capacities .................................................................... B-2

Table B-2. Hilti Kwik Bolt 2 Normalized Capacities ................................................................. B-3

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Figures

Figure 1-1. A SR M echanism (Reference 9.5.1) ......................................................................... 1-2

Figure 3-1. Example of Combined Cracking Index (CCI) Measurements ................................. 3-6

Figure 4-1. Example of ASR Pattern Cracking on Highway Barriers (Reference 9.5.4) ........... 4-2

Figure 4-2. Midsection of ASR-Affected Beam (Confined Face) .............................................. 4-4

Figure 4-3. End of ASR-Affected Beam (Unconfined Face) ..................................................... 4-5

Figure 5-1. Safe Shutdown Earthquake Horizontal Response Spectrum (Reference 9.6.1,

F igure 2.5-43) ........................................................................................................... 5-3

Figure 5-2. Stiffness Testing of ASR-Affected Beams (Reference 9.5.1, Figure 7) .................. 5-5

Figure 6-1. Reinforcement Development Test Methods (Reference 9.1.2, Figure 1.6) ........... 6-10

Figure 6-2. Summary of Detailed Evaluation Results for Selected ASR-Affected Areas ........ 6-13

Figure 7-1. Kwik Bolt 3 Tensile Capacity Results ................................................................... 7-10

Figure 7-2. M axi-Bolt Tensile Capacity Results ...................................................................... 7-10

Figure B-1. Hilti Kwik Bolt Normalized Tensile Capacity ........................................................ B-4

Figure B-2. Hilti Kwik Bolt 2 Normalized Tensile Capacity ..................................................... B-4

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I

Introduction

1.1 PURPOSE

This report evaluates the near-term adequacy of concrete structures affected by Alkali-Silica

Reaction (ASR) degradation, and attachments (i.e., anchorages) in ASR-affected concrete at

Seabrook Station. The evaluation addresses:

* the effect of ASR on the structural demand and seismic response of the concrete buildings,

" the potential for local failure of individual concrete components (e.g., walls or slabs), and

" the effect of ASR on the capacity of the concrete anchors and embedments.

The evaluation herein focuses on the near-term adequacy of plant structures and

system/component anchorages. In addition, this report identifies follow-on actions necessary to

assess the long-term adequacy of plant structures and anchorages and define Aging Management

Program (AMP) parameters. These follow-on actions may include: monitoring, remediation,

structural testing programs and additional analyses.

1.2 BACKGROUND

1.2.1 Overview of Plant Structures

Site Overview

The structures at Seabrook Station are laid out in a highly vertical arrangement. Many structures

have underground areas that are at least 40 feet below grade. Several structures have

underground areas that are 80 feet below grade. It is MPR's understanding that the site

preparation required blasting into the granite. A first cut was made to bowl out the granite to

satisfy the required depth for the majority of the structures. Deeper shafts were required for

several structures, extending from the first cut down to the required depth for the remaining

structures. After the structures were constructed, the gaps between the structural walls and the

granite were backfilled with lean concrete, which essentially "locked" the structures into the

bedrock.

Given the depth of the excavations relative to the water table, a dewatering system was necessary

during plant construction. This system was abandoned once construction was complete as

building design features were intended to prevent ingress of groundwater into the buildings.

A waterproofing membrane surrounds most structures. The membrane was applied to the

exterior surface of the walls below grade prior to backfilling with lean concrete. This membrane

serves as a barrier against water ingress. However, early in plant life, some areas began to show

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signs of groundwater ingress, which suggests that portions of the membrane are not performing

as designed or may have been compromised.

Building Design

The majority of the structures at Seabrook Station are reinforced concrete structures. These

structures were designed and constructed to comply with the 1971 edition of ACI 318, Building

Code Requirements for Reinforced Concrete (Reference 9.1.1). The subset of structures that

house the reactor system, safety systems and other equipment and facilities necessary to achieve

and maintain shutdown of the plant (i.e. Seismic Category I) are designed to withstand the

loadings from external events such as the design basis seismic event. For buildings that are very

close together, there are small gaps (-3 inches) between structures that are filled with a flexible

material to seismically isolate the adjacent structures.

1.2.2 Alkali-Silica Reaction Concern at Seabrook

Overview of Alkali-Silica Reaction

ASR is the reaction between silica from the aggregate and alkali constituents in the cement. The

reaction produces a gel that expands as it absorbs moisture. Expansion of the gel exerts tensile

stress on the concrete resulting in cracking. Typical cracking resulting from ASR is described as

"pattern" or "map" cracking and is usually accompanied by a dark staining adjacent to the cracks

at the surface of the structure.

forms 0 A.:o*HO + 0

alkali cement + expansive gel cracking of the

reactive aggregate aggregate and paste

Figure 1-1. ASR Mechanism (Reference 9.5.1)

The cracking may degrade the mechanical properties of the concrete necessitating an assessment

of the adequacy of the structures and supports anchored to the structures. As noted in

References 9.5.4 and 9.5.5, the concrete properties most rapidly affected are the elastic modulus

and the tensile strength.

Reinforcing steel, loads on the concrete structure (e.g., deadweight of the structure) and the

configuration of the structure can restrain expansion of the gel and thereby limit the resultant

concrete cracking. Given that the impact of ASR on mechanical properties relates to the

cracking, constraint of the expansion in effect limits the reduction of mechanical properties

in situ. As will be discussed in Section 4, a concrete core removed from a wall will show a

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greater degradation of mechanical properties compared to the in situ structure because the core

loses its structural context (i.e. confinement) once it is removed from the wall.

ASR at Seabrook Station

NextEra Energy personnel initially identified pattern cracking typical of ASR in the B Electrical

Tunnel in 2009, and subsequently, several other Seismic Category I structures. As a result,

NextEra Energy implemented multiple campaigns to remove concrete cores from the walls in

several plant structures to confirm the presence of ASR. Petrographic examination of the cores

identified the telltale signs of ASR. Further, mechanical property testing of the unconfined cores

showed an apparent decrease in mechanical properties of the concrete, particularly the elastic

modulus, which is consistent with ASR degradation.

The concrete used at Seabrook was not expected to be susceptible to ASR due to the following:

(1) the coarse aggregate is igneous rock that passed the ASR reactivity testing used during

construction; (2) low-alkali cement (<0.6% total alkali) was used; and (3) the aggregate passed

petrographic examination per ASTM C295. The American Society for Testing and Materials

(ASTM) standard test procedures ASTM C289 and C227 were used to assess aggregate

reactivity during construction. These ASTM standards were the appropriate tests at the time of

construction, but it is now known that these tests may not accurately predict the reactivity of

slow-reacting aggregates. A combination of aggregate being more susceptible to ASR than

originally thought and groundwater intrusion during plant life appears to have resulted in the

observed ASR.

1.3 STRATEGY FOR ADDRESSING ASR

The long-term adequacy of concrete structures at Seabrook Station that have been affected by

ASR is being addressed using a combination of elements as listed below. This approach is

consistent with published guidance for managing ASR degradation of structures (see

References 9.5.4, 9.5.5 and 9.5.6) and accounts for the importance of confinement of ASR

cracking provided by steel reinforcement (see Reference 9.5.1).

* Characterize the extent of ASR degradation at Seabrook Station through the combination

of:

- engineering walkdowns of plant structures,

- petrographic examination of cores removed from plant structures, and

- testing of cores removed from plant structures.

" Assess the impact of ASR on plant structures using test data regarding the structural

performance of ASR-affected concrete components.

" Implement test programs to supplement the current body of knowledge regarding the

impact of ASR on the performance of reinforced concrete structures and on the capacity of

anchors embedded in reinforced concrete affected by ASR.

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Monitor the progression of ASR through Seabrook Station's Structural Monitoring

Program, as well as an Aging Management Program specific to ASR.

Remediate areas with significant degradation as required to ensure plant structures and

equipment anchorages remain adequate to accommodate all design basis loading

conditions.

Investigate means to address water ingress to reduce and potentially arrest future

degradation from ASR, to the extent practicable given the plant's layout and hydrology.

The strategy for demonstrating the long-term adequacy of concrete structures involves two

evaluations. The initial evaluation assesses concrete structures at Seabrook Station to determine

if continued operation can be justified for an interim period, until the full-scale structural testing

programs are complete and any required monitoring programs are implemented. The second

evaluation will assess the long-tern adequacy of the concrete structures considering the results

of the full-scale structural testing program, other in-progress test programs and results from

periodic monitoring of the structures.

1.4 SCOPE OF REPORT

This report focuses exclusively on the structural implications of ASR, assessing the adequacy of

the plant structures for an interim period until data from the structural testing programs are

available. The data from the structural testing programs will support assessment of the long-term

adequacy of ASR-affected structures at Seabrook Station, and development of key inputs for the

Structural Monitoring Program and the ASR Aging Management Program.

This report discusses the walkdowns and anchor test program to the extent necessary to support

the structural assessment. The detailed results of the walkdowns are documented in

Reference 9.2.9. The program for testing anchors in ASR-affected concrete is documented in

Reference 9.2.6.

This report does not cover evaluations of measures to address water ingress as these efforts are

being handled separately by NextEra Energy.

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2

Summary of Results and Conclusions

Confinement provided by reinforcing steel and other restraints is a key factor regarding the

impact of ASR on reinforced concrete structures. Confinement limits ASR expansion of the

in situ structure, which reduces the extent of deleterious cracking and the resultant reduction in

concrete properties. Given this interplay between expansive ASR degradation and structural

restraint, the structural assessment herein relies on structural testing rather than typical materials

type testing on cores removed from the structure.

2.1 IMPACT OF ASR ON STRUCTURES

This assessment of the impact of ASR on structures considers both the impact on structural

demand and the impact on structural capacity. The assessment uses structural test data available

in published literature. These data are for small-scale test specimens with configurations that are

not necessarily representative of Seabrook Station, but provide conservative results.

Notwithstanding these differences, the test results are applied as they are the best data available

at this time. The test programs underway will perform full-scale tests of configurations that are

representative of the walls in the B Electrical Tunnel. A more definitive evaluation of the impact

of ASR on the structures will be made once these test programs are complete.

2.1.1 Structural Demand

While ASR generally reduces the stiffness of unreinforced concrete, reinforced concrete

structures affected by ASR behave differently from unreinforced cores due to confinement of the

concrete by the reinforcing steel. In fact, ASR has been shown to increase the stiffness of

reinforced concrete sections, at least for structures with confining reinforcement in all three

directions (Reference 9.5.1, Section 4.3). Further, these same tests show no difference in the

response in the linear-elastic range. Overall, we conclude that the impact of ASR on structural

demand and seismic response of the reinforced concrete structures at Seabrook Station is

negligible. Some of the bases for this conclusion are noted below.

* The natural frequency of structures is proportional to the square root of the structure's

stiffness, thereby reducing the percent change in natural frequency for a given change in

material stiffness.

" Changes in stiffness associated with ASR only affect dynamic loads such as seismic.

While seismic loads are significant in some areas, the fact that ASR does not affect the

other loads that contribute to the total loads reduces the overall impact of ASR on

governing load combinations. While changes in elasticity can affect load distribution in

redundant structures (e.g., monolithic concrete), the structural components at Seabrook

Station were originally analyzed using relatively simple load assumptions and load

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distributions. Therefore, a change in elasticity will not significantly affect the load

distribution in structures.

Since the ASR has a negligible impact on structural demand, the impact of ASR on structures

and on structural attachments can be assessed solely on the basis of changes in capacity.

2.1.2 Structural Capacity

Although ASR pattern cracking can be observed in many areas within Seismic Category I

structures and Maintenance Rule structures, only a limited portion of these areas have sufficient

ASR degradation to merit detailed evaluation. The MPR walkdown effort encompassed

131 locations' with the potential for pattern cracking. Of these 131 locations, only 24 exceeded

the screening criterion of a Combined Cracking Index of 1.0 mm/m. Based on published

guidance for addressing ASR, concrete with a Combined Cracking Index below 1.0 mm/m is

generally considered to have only minimal impact on structural capacity. Of the 24 areas above

the 1.0 mm/m Combined Cracking Index, 11 were selected for detailed evaluation. The sample

was biased to include those with the highest Combined Cracking Indices (i.e., >1.5 mm/m) and

those in the scope of present operability determinations.

Detailed evaluations of these 11 areas focused on out-of-plane shear and reinforcement lap

splices (anchorage of reinforcing steel), two limit states for which available data indicated that

there is a potential decrease in capacity due to ASR.

* Out-of-Plane Shear-Available data from scale tests indicate that ASR can potentially

reduce shear capacity by up to 25%. However, ACI 318-71, on average, includes

approximately 50% margin on the shear capacity for components up to two feet thick, but

lesser margin for components thicker than 2 feet.

- For components up to two feet thick, ASR should not degrade shear capacity below

that calculated from ACI 318-71 as the margin inherent in the code exceeds the

maximum reduction in shear capacity.

- For components greater than two feet thick, ASR may degrade shear capacity up to

25% below that calculation from ACI 318-71.

* Lap Splices and Embedment-Available data from rebar pullout tests, an outdated and

unreliable test method, indicate a 40% strength reduction for lap splices in ASR-affected

concrete. However, there is approximately 23% conservatism in the ACI 318-71 equations

for lap splice strength. Therefore, ASR could decrease lap splice strength about 17%

relative to that calculated using ACI 318-71. (For cases where the actual concrete

compressive strength was credited, the 23% conservatism in the ACI 318-71 equations for

lap strength cannot be credited as part of this conservatism derives from the difference

between specified and actual compressive strength.)

'Note that the walkdown scope did not include all candidate locations within Seismic Category I structures and the

selected Maintenance Rule structures. Some of the candidate locations were eliminated from the scope for detailed

walkdown on the basis of a general site walkdown identified no indications of ASR or significant water ingress.

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For the 11 areas subjected to detailed evaluations, a total of 143 evaluations were assessed to

determine if there was sufficient margin to accommodate ASR. Of these 143 evaluations,

47 (33%) do not have sufficient margin based on the margin documented in the Seabrook Station

calculations. However, after exploring means for potentially recovering margin, only 15 of the

143 evaluations (10%) appear to have insufficient margin to accommodate ASR.

Given the conservative nature of our approach, the fact that 15 evaluations appear to have

insufficient margin to accommodate ASR degradation does not necessarily mean that the

respective structures are not suitable for continued service. The conservative aspects of our

evaluation include the following:

" The 40% reduction of lap splice strength in ASR-affected concrete is not representative of

the expected lap splice performance in ASR-affected concrete at Seabrook Station.

- The 40% reduction is based on a test method which is outdated and known to be

unrealistic. In Reference 9.1.2, ACI Committee 408 indicates that the rebar pullout

test is "the least realistic" test of the four test methods that they evaluated. Further,

they state that:

"... the use ofpullout test results as the sole basis for determining development

length is inappropriate and not recommended by Committee 408. "

The 40% reduction value was applied despite this admonishment as it is

conservatively derived from the most relevant data available.

- The test used reinforcing steel much smaller than typical reinforcing steel used at

Seabrook Station. Reinforcement anchorage is known as a limit state that does not

scale well.

- Although the level of ASR degradation in the tests was not documented, the test

program targeted advanced levels of ASR degradation. The ASR at Seabrook

Station is not at an advanced state.

The conservatisms in the evaluation approach, coupled with the ACI 408 Committee's

strong statement on the suitability and reliability of rebar pullout testing suggest that there

is significant uncertainty in the screening criterion that was applied. It is concluded that

there is reasonable assurance that the structures are adequate for an interim period.

" Potential strength reductions of 25% for out-of-plane shear are not representative of the

expected performance of the walls at Seabrook Station.

- The available data on out-of-plane shear show a range of impacts from a reduction of

25% to a gain of 12%. The average impact is a reduction of 6%, which is within the

available margin for all areas.

- The shear capacity reduction due to ASR of 25% is based on a small-scale test using

5-inch x 3-inch beams. It is well known that shear phenomenon does not scale well.

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Therefore, the reduction in shear capacity due to ASR is likely less than the 25% used in

the screening.

It is noted that test programs have been initiated to determine the shear capacity and lap splice

performance in full-scale, ASR-affected specimens that replicate the key features of the walls in

the B Electrical Tunnel. The tests are essentially proof tests that will provide a definitive

assessment of the nominal margin inherent in the design and any apparent reduction due to ASR.

NextEra Energy performed a supplemental assessment for the 15 evaluations that initially

appeared to have insufficient margin to accommodate ASR. The objective of their assessment

was to demonstrate adequate margin. Their evaluation focused on conservatism in the demand

(i.e. loads and load factors).

2.2 IMPACT OF ASR ON ANCHORS

Assessment of the impact of ASR on anchors is based on testing that MPR sponsored at the

Ferguson Structural Engineering Laboratory (FSEL) at the University of Texas at Austin. The

objective of the testing was to better understand the performance of post-installed anchors (both

expansion and undercut) under tension when subjected to a range of ASR-induced cracking.

Both the pullout/pull-through and concrete breakout failure mechanisms were investigated. The

expansion anchors tested were from the Hilti Kwik Bolt family, which is a common type of

anchor used at Seabrook Station. The undercut anchors tested were Drillco Maxi-Bolts, which

are used in some applications at Seabrook. These undercut anchor results also provide insights

for other types of anchors including embedments and cast in place anchors.

The initial testing, which was intended to provide results to support this interim assessment, used

an ASR-affected bridge girder available at FSEL. Future test series will use new blocks in which

ASR is grown over time; the blocks will provide a much more representative simulation of

concrete walls at Seabrook Station.

The key conclusion from the tests is that there is little reduction in anchor capacity at the

cracking levels observed in the plant. For expansion anchors there was no reduction in

pullout/pull-through capacity at the Combined Cracking Indices observed at Seabrook Station.

For undercut anchors there was up to a 16% reduction in capacity relative to the control tests.

This potential reduction in capacity is readily offset by conservatisms in the design capacity of

the anchors, or by crediting the average 28-day compressive strength for concrete at Seabrook

Station instead of the specified strength. It is concluded that the range of ASR-induced cracking

currently observed at Seabrook Station does not adversely impact the operability of safetyrelated concrete anchors in service at the plant.

2.3 PATH FORWARD

The path forward for addressing the ASR issue at Seabrook Station is to complete the test

programs that will provide information necessary to (1) support long-term assessment of the

impact of ASR on plant structures, and (2) define action levels for the Structural Monitoring

Program and the ASR Aging Management Program. These test programs include:

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" A Shear Test Program to establish the shear capacity and flexural stiffness of concrete

beams without transverse (i.e. shear) reinforcement, which have varying levels of ASR

degradation. This test program will also investigate potential structural modification

concepts to restore shear capacity if necessary.

" A Lap Splice Test Program to establish the performance of reinforcement anchorage and

flexural stiffniess in concrete beams without transverse reinforcement which have varying

levels of ASR degradation. The testing will also investigate potential structural

modification concepts to compensate for apparent degradation of reinforcement anchorage,

if necessary.

* An Anchor Test Program to establish the performance of expansion anchors and undercut

anchors in ASR-affected concrete. The next phase of the program will use concrete

specimens that are representative of walls at Seabrook Station.

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3

Characterization of ASR Degradation

Since the first identification of ASR pattern cracking at Seabrook Station, NextEra Energy has

implemented a series of efforts to characterize the extent of ASR degradation at the site. These

efforts include:

* multiple campaigns to remove concrete cores from the areas exhibiting ASR pattern

cracking for petrographic examination, and for testing to assess the effect on concrete

mechanical properties; and

* engineering walkdowns of Seismic Category I structures and some IOCFR50.65

Maintenance Rule structures to assess the condition of concrete structures, focusing on

evidence of ASR and evidence of moisture which could lead to expansion due to ASR.

In addition to the above efforts, NextEra Energy is initiating a test program on aggregate

reactivity to assess whether the reaction is near exhaustion or will continue into the future.

3.1 EXAMINATION AND TESTING OF CORES

NextEra Energy has implemented three campaigns to obtain cores from plant structures at

Seabrook Station. The first campaign addressed the B Electrical Tunnel, which was the first

place where ASR pattern cracking was observed. The second campaign expanded the scope to

five additional areas: below-grade portions of the Containment Enclosure Building (CEB), the

Emergency Feedwater Pumphouse, the Diesel Generator Building, the Residual Heat Removal

(RHR) & Containment Spray (CS) Equipment Vault, and RCA Walkway. The third campaign

obtained cores for testing to resolve differences in compressive strength testing from the

previous results for the B Electrical Tunnel.

3.1.1 Petrographic Examination

B Electrical Tunnel

Simpson, Gumpertz, & Heger (SGH) performed petrographic examination of four concrete cores

from the B Electrical Tunnel. SGH identified occasional cracks visible without magnification

and numerous microcracks visible under low magnification in the coarse aggregate particles and

the surrounding paste structure. The microcracks are often interconnected, forming a network of

pattern cracking. The cracks were often filled with a white material that appeared to be ASR gel.

In addition, SGH identified dark rims around the perimeters of the coarse aggregate particles

(i.e., "reaction rims") that are consistent with ASR. Based on these observations, SGH

concluded that the concrete distress was caused by ASR (Reference 9.2.1).

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Other Locations

As part of an extent of condition evaluation, NextEra Energy obtained cores from other locations

exhibiting symptoms of ASR in concrete similar to the B Electrical Tunnel. Specifically,

NextEra Energy obtained cores from the Radiologically Controlled Area (RCA) Walkway, the

RHR & CS Equipment Vault, the Emergency Feedwater Pumphouse, the Diesel Generator

Building, and the Containment Enclosure Building. SGH analyzed these cores and determined

that cores from all of the examined locations except the RCA Walkway exhibited evidence of

ASR, including pattern cracking, internal aggregate fractures (some partially filled with ASR

gel), and dark reaction rims around aggregate (Reference 9.2.5).

As discussed in Reference 9.3.3, SGH performed petrographic examinations on sections of three

16" partial-depth concrete cores from the interior face of a B Electrical Tunnel wall (24" thick).

The objective of this testing was to determine if the degree of ASR varied through the thickness

of the wall. There was a higher degree of ASR cracking in the samples of the concrete near the

exposed interior wall surfaces (i.e., cover) as compared to concrete removed from deeper within

the wall.

3.1.2 Mechanical Testing of Cores

NextEra Energy obtained several sets of cores for mechanical testing to investigate the presence

of ASR. Results of these mechanical tests are summarized as follows:

* Miller Engineering & Testing performed compressive strength testing of twelve concrete

cores from the B Electrical Tunnel. The as-tested compressive strength values ranged from

3,630 psi to 5,690 psi with an average of 4,790 psi. All reported values exceed the original

minimum specified compressive strength of 3,000 psi, but were lower than the original

construction compressive strength test results of 6,120 psi. (Reference 9.2.2)

" NextEra Energy contracted SGH to perform compressive strength testing on the remnants

of four concrete cores from the previous round of tests. The as-tested compressive strength

values ranged from 5,790 psi to 6,360 psi. (Reference 9.2.3)

" SGH also performed testing for elastic modulus. The as-tested elastic modulus values

ranged from 1.95 x 106 psi to 2.25 x 106 psi, which are lower than the expected elastic

modulus values. ACI 318-11 (Reference 9.1.3, Section 8.5.1) calculates the elastic

modulus as a function of compressive strength; commentary to ACI 318-11

(Reference 9.1.3, Section R8.5.1) indicates the tolerance on the modulus is ±20%. For

concrete with a specified compressive strength of 3,000 psi, the equation

(Ee = 57,000 x Afc') calculates an elastic modulus of 3.12 x 106 (range of 2.50 x 106 to

3.74 x 106 psi if the +20% tolerance is applied). For the minimum measured compressive

strength of 5,790 psi, the expected elastic modulus is 4.33 x 106 psi. (Reference 9.2.3)

" Based on the substantial differences between the measurements from Miller and SGH,

NextEra Energy contracted Wiss, Janney, Elstner (WJE) to perform testing for

compressive strength on twelve ASR-affected cores and three control cores (i.e., no

evidence of ASR) from the B Electrical Tunnel. The as-tested compressive strength values

ranged from 4,720 psi to 6,610 psi. (Reference 9.2.4)

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SGH performed testing for elastic modulus and compressive strength on cores from other

locations at Seabrook as part of an extent of condition evaluation. Specifically, cores from

the RCA Walkway, the RHR & CS Equipment Vault, the Emergency Feedwater

Pumphouse, the Diesel Generator Building, and the Containment Enclosure Building were

tested. Elastic moduli were lower than expected in all areas except the RCA Walkway due

to ASR; however, compressive strength results were consistent with the original

compressive strength for each location tested. (Reference 9.2.8)

Mechanical testing of cores was initially pursued by NextEra Energy, because this approach is a

traditional method for determining mechanical properties of existing concrete structures per

ACI 228.1 R. However, the results of this testing are not indicative of the structural performance

of an ASR-affected structure. As discussed in Reference 9.5.1, in most circumstances, the

measured strength of a core will be less (if not significantly less) than the strength of the concrete

in the structure. Cores are no longer subject to the strains imposed by ASR-related expansion or

restraints imposed by the reinforcing cage, and therefore do not accurately represent the

structural behavior. Accordingly, the reduction of mechanical properties observed in the

mechanical tests are not representative of the structural performance of buildings at Seabrook

Station.

The mechanical tests are useful as a diagnostic tool to confirm that ASR is present. As discussed

in Reference 9.5.4, mechanical properties of concrete are negatively affected by ASR to varying

extents. Typically, the elastic modulus of unconfined concrete is one of the most rapidly

affected mechanical properties; compressive strength is affected less rapidly. The test results

obtained by Seabrook are consistent with this expectation and support a diagnosis that ASR is

present.

3.1.3 Residual Aggregate Reactivity Testing

NextEra Energy is initiating a test program to determine the residual aggregate reactivity. This

program includes both mortar testing in accordance ASTM C 1260 and concrete prism testing in

accordance with ASTM C 1293. Both tests monitor expansion over the test to determine

whether a particular aggregate is suitable for new construction.

* ASTM C 1260, Potential Alkali Reactivity of Aggregate (Mortar-Bar Method) - This test

uses a IN sodium hydroxide solution and very high temperature (176'F) to rapidly react

silica in the aggregate during a 16-day test.

" ASTM C 1293, Standard Test Method for Determination of Length Change of Concrete

Due to Alkali-Silica Reaction - This test specifies preparation of a concrete prism using

the aggregate under investigation and a sodium hydroxide admixture to supply alkali

reactant. The test specimen is stored in a warm, humid environment (i.e., in a sealed

container over water at 38°C [100lF]) to accelerate the reaction. This test requires at least

one year to obtain results, but is more reliable than the ASTM C 1260 testing, which uses

more aggressive test conditions.

This testing is planned for reclaimed coarse aggregate from cores that had been used for

compressive strength testing. The samples will use coarse aggregate reclaimed from cores that

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were affected by ASR and aggregate reclaimed from cores that were not affected by ASR. This

testing will provide a qualitative assessment of the amount of reactive silica remaining (i.e., the

relative extent of reaction) by comparing test results for aggregate in ASR-affected areas and

results for aggregate in control areas that are unaffected by ASR (or fresh aggregate from the

quarry). If reactive silica is the limiting reactant, the tests will provide a qualitative assessment

of the potential for additional ASR expansion in the concrete structures as Seabrook Station. If,

however, alkali is the limiting reactant in the Seabrook Station concrete, the potential for future

expansion will be less than that estimated from the reactive aggregate tests.

3.2 FIELD WALKDOWNS

MPR completed a comprehensive site walkdown effort to assess the extent of ASR throughout

the plant. Prior to the walkdowns, petrographic examination of concrete cores from the first two

campaigns had confirmed the presence of ASR in five Seismic Category I structures. The

primary objectives for the walkdowns were to:

* Identify and assess any apparent degradation from ASR, including estimating in situ

expansion,

* Assess whether concrete in the vicinity of supports for safety-related Systems, Structures,

or Components (SSCs) shows any indications of ASR distress, and

* Document and characterize water intrusion or evidence of previous water intrusion since

this condition is a key contributor to concrete deterioration and distress caused by ASR.

The results of these walkdowns constitute a baseline condition assessment of plant structures

which will be used for trending the progression of ASR. Note that the walkdowns are not a

comprehensive structural inspection per ACI guidelines, as such an inspection is covered by

Seabrook Station's Structural Monitoring Program.

3.2.1 Walkdown Scope

The overall scope for the walkdowns focuses on Seismic Category I structures as well as some

1OCFR50.65 Maintenance Rule structures given their significance for nuclear safety. The areas

of interest are primarily those areas that are potentially exposed to moisture either by

groundwater ingress (exterior walls below grade, base slabs), high humidity in the area, or

exposure to precipitation and ambient humidity (exterior walls above grade). Many plant areas

are not exposed to moisture (interior walls, especially above grade) and have a very low risk of

developing cracking due to ASR; these plant areas were excluded from the walkdown scope.

The walkdown scope was separated into three phases to represent locations that require

increasing levels of effort for assessment. Phase 1 walkdowns included locations in Category I

and Maintenance Rule structures that were readily accessible and susceptible to ASR. Locations

requiring scaffolding or confined space permits were included in Phase 1. Phase 2 walkdowns

included selected locations in Category I and Maintenance Rule structures where the concrete

surface was accessed by removing the coating and cleaning the concrete surface (typically for a

3' by 3' area). The areas that concrete surfaces were accessed beyond the coating for further

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assessment in Phase 2 were selected by a preliminary walkdown of coated areas during Phase I

walkdowns. The selection parameters utilized a biased screening, seeking out areas that showed

evidence of coating distress or water accumulation behind the coating. Phase 3 walkdowns

include locations in Category I and Maintenance Rule structures that are normally inaccessible

for walkdowns (e.g., inside manholes, high radiation areas, etc). Phase 3 areas are likely to only

be assessed in parallel with concurrent activities and coincidental outage related opportunities

(e.g., removal of missile barrier at the CEB, opening of manholes, etc.). The full list of

structures (and rooms within) identified for walkdown assessment may be found in Scope for

Alkali-Silica Reaction Walkdowns, (Reference 9.7.1).

The Phase 1 and Phase 2 walkdowns were performed from August 2011 to February 2012, and

are documented in Reference 9.2.9. Phase 3 walkdowns will be performed when the areas can

be accessed.

3.2.2 Implementation

The walkdowns were performed in accordance with Procedure for Alkali-Silica Reaction

Walkdowns andAssessment Checklist (Reference 9.7.2). The procedure focuses on identifying

evidence of ASR, and evidence of moisture, either past or present, which could lead to

deleterious expansion from ASR. It includes quantification of the extent of ASR cracking. The

procedure is consistent with published guidance for the initial condition assessment of structures

affected by ASR. Key elements of the procedure are described below.

Pattern Cracking

Concrete deleteriously affected by expansive ASR is characterized by a network or "pattern" of

cracks (Reference 9.5.3). ASR involves the formation of an alkali-silica gel which expands

when exposed to water. Microcracking due to ASR is generated through forces applied by the

expanding aggregate particles and/or swelling of the alkali-silica gel within and around the

boundaries of reacting aggregate particles (Reference 9.5.4). The ASR gel may exude from the

crack forming white secondary deposits at the concrete surface. The gel also often causes a dark

discoloration of the cement paste surrounding the crack at the concrete surface. To identify and

verify the presence of ASR the maximum crack width, a cracking index, and a description of the

cracking including any visible surface discoloration were documented.

Additional Cracking

Any non-ASR cracks within five feet of an apparent degradation area were documented in case

the structural assessment needs to consider the ASR concurrent with non-ASR degradation. The

maximum crack width and a general description of the cracking were included.

Cracking Index

Cracking Indices were determined for accessible surfaces exhibiting ASR pattern cracking. The

Cracking Index used in the walkdowns is consistent with the definition in Report on the

Diagnosis, Prognosis, and Mitigation ofAlkali-Silica Reaction (ASR) in Transportation

Structures, (Reference 9.5.4). The Cracking Index is the summation of the crack widths on the

horizontal or vertical sides of a 20-inch by 20-inch square on the ASR-affected concrete surface.

Since each side of the square is 0.5 m, the Cracking Index in a given direction is reported in units

of mm/m. A cracking index of I mm/m can be equivalent to 1 millistrain of expansion if

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straining between the cracks are ignored as an engineering approximation. This approximated

strain value is not a precise measurement of strains experienced due to ASR expansion. The

Cracking Index is most useful as an indicator of relative expansions experienced by various

areas.

The horizontal and vertical Cracking Indices were determined as shown in Figure 3-1. However,

for the data presented in this report, the horizontal and vertical Cracking Indices were averaged

to obtain a Combined Cracking Index (CCI) for each area of interest. The CCI represents the

expansion along the entire perimeter of the 20-inch by 20-inch square. Review of the walkdown

results reveals little difference between the horizontal and vertical Cracking Indices at a given

location with few exceptions. Therefore, use of the CCI does not alter the conclusions of the

assessment documented herein.2

Combined Cracking Index (CCI) = Sum of Crack Widths (mm) / Sum of Side Lengths (m)

CC[ = 1.40 mm / 2.0 m = 0.7 mm/m

Figure 3-1. Example of Combined Cracking Index (CCI) Measurements

Water Ingress

Published studies on ASR and discussions with recognized experts indicate that external sources

of water (groundwater ingress, precipitation) are not always required to produce ASR. However,

2 As discussed in Section 7, use of the CCI facilitates comparison to anchor bolt testing in ASR-affected concrete

bridge girders. The girders have rebar in only the vertical direction so there is a significant difference between

horizontal and vertical Cracking Indices.

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petrographic examination of cores from internal walls show no evidence of ASR and general

walkdowns of the plant show that an external source of water is necessary to produce ASR

distress in the concrete used at Seabrook. As such, any areas with evidence of seepage (past or

present) were documented and described (e.g. staining, discoloration, or efflorescence). Along

with seepage, any evidence of areas of foreign material ingress, including suspected ASR gel that

were within or near an apparent degradation area were noted.

Popouts

A popout is caused by a fragment breaking out of the surface of the concrete, leaving a hole

varying in size that contains a fractured aggregate particle (Reference 9.5.3). Popouts caused by

expansive ASR are formed as a result of the pressure induced by ASR gel. The number, size,

and location of popouts were recorded.

Embedments/Anchorages

Any expansion anchors or structural embedments that were within five feet of an apparent

degradation area were documented should it be necessary to assess the performance of specific

anchorages in ASR-affected concrete.

3.2.3 Results

Table 3-1 provides a high level summary of the walkdown results from Reference 9.2.9. The

field walkdowns to date have assessed 131 locations including, 106 Phase 1 locations and

25 Phase 2 locations. Of the 106 Phase I locations, 50 locations did not exhibit any indications

of pattern cracking.

Areas included in the walkdown scope were determined to have a significant risk of developing

cracking due to ASR. The key parameter for judging this risk is the exposure of a concrete

component to moisture in its current condition. The sources of such moisture exposure are

external exposure (i.e. precipitation) and below-grade water ingress. Many plant areas were

excluded from the walkdown scope due to a low likelihood of exposure to moisture, (i.e. interior

walls, especially above grade) and have a low risk of developing cracking due to ASR. Of the

most accessible areas in the walkdown scope deemed to have a significant risk of ASR, about

half of them showed no signs of pattern cracking.

Although pattern cracking was noted in many locations throughout the plant, the extent of ASR

degradation within a given location is localized and in most areas is minor. The maximum width

of an observed crack suspected of being caused by ASR was 0.70 mm. However, the maximum

crack width of most ASR-affected areas was <0.25 mm. Further, the measured cracking indices

are low-the maximum Combined Cracking Index taken from a structural surface is only about

2.5 mm/m. 3 Cracks that appear to be independent of ASR have been evaluated by NextEra

Energy and will be followed by the Structural Monitoring Program.

The field walkdowns did not find any locations that require immediate action based on the visual

observations gathered.

' A cracking index was taken in non-structural grout resulted in a Combined Cracking index of about 3.2 mm/m.

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Table 3-1. Summary of Walkdown Results (Reference 9.2.9, Table 2-1)

Phase 1 Phase 2

(106 Locations) (25 Locations)

Pattern Cracking Present1 48 18

0.0 < CCI < 1.0 mmrn/m 31 10

1.05 SCCI < 2.0 mm/m 13 8

ASR Cracking 2.0 5 CCI < 3.0 mm/m 0 2

CCI - 3.0 mm/m 1 0

Max Crack Width 0.70 mm 0.50 mm

Yes 53 19

Non-ASR Cracking Max Crack Width 2.50 mm 3.0 mm

Active 16 14

Seepage Past 37 24

Popouts Present 10 0

Expansion Anchors 45 21

SptStructural Embedments 43 16

Notes:

I. The number of locations with pattern cracking present may not equal the sum of the

locations in cracking index ranges presented. In some locations where pattern cracking

was present, more than one cracking index was performed. Also, the cracking index was

not determined for some locations due to access constraints. Cracking indices were also

determined for locations where pattern cracking was not conclusively present.

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4

Approach for Structural Assessment

The approach for assessing the adequacy of ASR-affected structures at Seabrook Station is based

on an extensive review of literature on ASR degradation of concrete, and consultations with

recognized experts on ASR and its effects on reinforced concrete structures and equipment

anchorages. The discussion in this section reviews how ASR affects concrete and the

importance of confinement to provide the technical basis for the approach. The approach of this

assessment is then described in detail.

The approach for assessing the adequacy of ASR-affected structures at Seabrook Station relies

on structural testing of ASR-affected specimens. Testing of actual structural components

affected by ASR provides the best representation of the performance of plant structures. A

classical approach would be to determine material properties using cores extracted from plant

structures and input these properties into detailed analytical models. However, this approach

does not provide an accurate representation of the performance of the actual structures. Once a

core is removed from a structure, it loses the confinement provided by reinforcing steel, plant

configuration and applied loads (i.e., the "structural context"). As a result, material properties

measured using the cores are not representative of the performance of the in situ structure.

Structural testing, on the other hand provides the best representation possible of the performance

of ASR-affected reinforced concrete structures.

4.1 ASR DEGRADATION OF REINFORCED CONCRETE STRUCTURES

The discussion below draws upon insights from various papers and publications on ASR

including References 9.1.5, 9.5.1, 9.5.3, 9.5.4, 9.5.5, 9.5.7, 9.7.4, and 9.7.5.

4.1.1 ASR Mechanism

ASR refers to the reaction between siliceous phases present in some aggregates and hydroxyl

ions in the pore solution of concrete. Once the silica is in the solution, it reacts with alkali ions

(Na+, K÷) to create an alkali-silica gel. The gel has a high affinity for water and expands as it

absorbs moisture. Expansion of the gel exerts tensile stress on the concrete that can crack the

aggregate particles and the cement paste. Typical cracking resulting from ASR is described as

"pattern" or "map" cracking (see Figure 4-1) and is usually accompanied by a dark staining

around the crack openings.

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Figure 4-1. Example of ASR Pattern Cracking on Highway Barriers (Reference 9.5.4)

The extent of ASR degradation and the degradation rate depend on: (1) the reactivity of the

specific aggregate(s); (2) the alkali content of the pore solution, which relates to the alkali

content of the cement; (3) the presence of moisture to allow alkali migration and to expand the

gel which drives the cracking; (4) temperature which impacts reaction rates; and (5) confinement

provided by configuration of the structure and the steel reinforcement within the structure.

The cracking may degrade the mechanical properties of the concrete necessitating an assessment

of the adequacy of the structures and supports anchored to the structures. The degradation from

ASR has been shown to alter the correlations between compressive strength and other concrete

properties (e.g., tensile strength, modulus of elasticity) that are inherent in concrete design codes.

As noted in References 9.5.4 and 9.5.5, the concrete properties most rapidly affected are the

elastic modulus and the tensile strength.

4.1.2 Impact of ASR on Material Properties

The effect of ASR on material properties for unreinforced or unconfined concrete is reasonably

well understood. Several publications show that the observed expansion on the surface of

unconfined concrete can be correlated to degraded properties such as uniaxial compression,

modulus of elasticity, and tensile strength. In fact, Reference 9.5.5 provides lower-bound

degraded properties based on measured free expansion in unconfined concrete. The lower bound

properties tabulated in Reference 9.5.5 show that compressive strength is a weak function of the

observed expansion, while tensile strength and elastic modulus are much stronger functions of

the extent of ASR degradation.

4.1.3 Effect of Confinement on ASR Expansion

ASR affects confined concrete structures differently than an unconfined structure. Concrete

structures can be confined by one or both of the following: (1) internal reinforcement and

(2) externally-applied restraints or stresses. Confinement of a concrete structure limits the ASR

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expansion and therefore cracking. The effect of confinement is visualized in the following

photographs of an ASR-affected, reinforced concrete beam:

* Figure 4-2 shows the midsection of the long side of the beam. This face of the beam is

confined by internal reinforcement in both the horizontal and vertical direction.

* Figure 4-3 shows the end face of the same concrete beam. The end face of the beam has

minimal internal reinforcement in the same plane as the end face.

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Figure 4-2. Midsection of ASR-Affected Beam (Confined Face)

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Figure 4-3. End of ASR-Affected Beam (Unconfined Face)

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The difference in cracking between the two beam faces is dramatic. The tensile stress created by

the ASR expansion in the midsection of the beam is resisted by the internal reinforcement,

thereby limiting crack size and maintaining structural integrity.

When the rebar carries the tensile stress exerted by ASR, the core of the concrete, within the

rebar cage, is compressed. This effect is similar to the effect of concrete prestressing. In some

cases, the prestressing effect of ASR creates a stiffer structural component with a higher ultimate

strength than an unaffected member (Reference 9.5.1).

The concrete prestressing effect is only present when the concrete is confined. The concrete

prestressing effect is lost when the concrete is taken out of the stress field (e.g., core removed

from a wall). A core taken from a confined ASR-affected structure will lose its confinement and

no longer represents the context of the structure. Measured mechanical properties from a core

taken from a confined ASR-affected structure have limited applicability to the in situ

performance and only represent the performance of an unconfined or unreinforced structure.

The effect of confinement on ASR-affected concrete is discussed further in Reference 9.5.1.

4.1.4 Performance of ASR-Affected Structures

Various researchers have investigated the performance of structures affected by ASR. These

tests have involved both laboratory-prepared specimens and specimens recovered from actual

structures, and specimen sizes up to full-scale. Reference 9.5.1 includes a review of these tests

focusing on those that are most applicable to reinforced concrete structures similar to those at

Seabrook Station. The studies cited therein showed that the structural performance of the

specimens was typically better than would have been expected based on calculations using

concrete properties measured from cores taken from the structures. This discrepancy is

attributable to the effect of confinement as discussed above.

4.1.5 Conclusions

Confinement is a key factor regarding the impact of ASR on reinforced concrete structures.

Confinement limits ASR expansion of the in situ structure, which reduces the extent of

deleterious cracking and the resultant reduction in concrete properties. Given this interplay

between an expansive ASR degradation and structural restraint, it is imperative that evaluation of

the structural impacts due to ASR focus on structural testing rather than typical materials type

testing on cores removed from the structure.

4.2 STRUCTURAL ASSESSMENT APPROACH

The structural assessment has the following three elements.

" Structural Demand and Seismic Response-ASR may impact the stiffness of a structure,

which would alter its dynamic response during a seismic event. This impact is evaluated

to assess whether the structural demand is impacted.

" Capacity of Structural Components-ASR degrades the capacity of structures as described

earlier in this section.

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Capacity of Anchors-The capacity of embedments and anchors can be impacted by the

microcracking and macrocracking associated with ASR.

The potential impact on capacity of a structure or anchor will be considered in conjunction with

the potential change in structural demand to provide an integrated assessment.

The structural assessment documented herein relies on available data from testing with

reinforced concrete specimens that are affected with ASR. This includes testing to quantify

structural performance of ASR-affected concrete structures, and testing to quantify the

performance of anchors in ASR-affected concrete. Reference 9.5.1 presented a comprehensive

review of the available data on the impact of ASR on reinforced concrete structures, identifying

several significant gaps in available data. These gaps relate to shear and reinforcement

anchorage.

* Shear capacity of ASR-affected reinforced concrete structures without transverse

reinforcement - Most of the available data are based on beams which have reinforcement

in all three directions, including the transverse direction. The data available for

components without transverse reinforcement used antiquated plain reinforcement (i.e., no

deformations) with low yield strength (approximately 30 ksi) and required an extensive

retrofit to generate a shear failure (Reference 9.5.10). The modem rebar used in Seabrook

Station is markedly different in terms of strength (60 ksi minimum) and deformations (i.e.

ribs) on the surface of the bar. The application of this data to the concrete components at

Seabrook Station will provide an excessively conservative and potentially misleading

conclusion.

" Performance of reinforcement anchorage in ASR-affected concrete without transverse

reinforcement - Reinforcement anchorage is most important with regard to moment

transfer between rebar at lap splices. The available data on reinforcement are limited to

small rebar sizes (#5) (Reference 9.5.8). Further, the available documentation for this

testing does not allow a considered assessment of applicability to Seabrook Station.

MPR and FSEL have initiated test programs to address the above gaps. The tests will use large

beams to provide a full-scale simulation of portions of structures at Seabrook Station. The

testing will include beams with varying levels of ASR degradation from no degradation (control

specimens) to levels consistent with that currently observed at Seabrook Station and levels well

beyond that observed at the plant.

Reference 9.5.1 also identified a lack of available data on the impact of ASR on embedded

anchors (e.g., expansion and undercut anchors). This gap is already being addressed in testing at

FSEL subcontracted by MPR. However, the testing to date has used ASR-affected concrete

specimens available at FSEL. Future test series will use test specimens fabricated to more

closely represent the configuration at Seabrook Station, and will expand the data to cover a range

of embedment depths.

The final data from these programs will be incorporated into the long-term assessment of the

impacts of ASR. In the interim period, published test data will be used to assess plant structures

and data from initial anchor test series will be used to assess the performance of anchorages.

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4.3 SUITABLE FOR CONTINUED OPERATION VERSUS DESIGN BASIS

The evaluations herein utilize approaches and criteria that are consistent with those used in

operability assessments as opposed to design basis evaluations. This approach is appropriate

because the report focuses on the near-term adequacy of concrete structures affected by ASR and

attachments in ASR-affected concrete. When test data from the various test programs are

available, the effect of ASR on structures and attachments will be reconciled with the plant's

design basis analyses.

Acceptance criteria and various code expressions in ACI 318-71 are typically based on lower

bound values determined from review of data from myriad tests available in open literature. The

evaluations herein consider the margin between the lower bound values used in the code and the

expected performance (i.e., the average) of the test data to establish the nominal capacity of the

structures. It is noted that the evaluations are still conservative given the inherent conservatism

in the load factors and material factors used and in the conservatism in the applied loads.

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5

Evaluation of Structural Demand and Seismic

Response

This section includes an assessment of the impact of the extent of ASR on the demand and

seismic response of safety-related and some maintenance rule structures. This evaluation

employs the following approach:

" Identify the types of demand which form the design basis.

" Consider and evaluate the effects of the currently demonstrated extent of ASR on the

demand and the seismic response of unreinforced and reinforced concrete structures.

The conclusions of the MPR assessment are compared to those of a detailed study commissioned

by NextEra Energy on the effects of the currently demonstrated extent of ASR in the walls of the

Containment Enclosure Building.

5.1 DESIGN BASIS

The governing design loads of the reinforced concrete structures affected by ASR at Seabrook

Station vary by structure and sometimes by elevation within a structure. Some examples

include:

" Safe Shutdown Earthquake (SSE) loads - Containment Enclosure Building (CEB).

" Live/Equipment-related loads - Containment Building (CB) - Loss of Coolant Accident

(LOCA) pressurization loads (note that the Containment Building at Seabrook Station is

protected from the environment by the CEB and an annulus about 5' wide).

" Environmental loads - Below-grade portions of the B Electrical Tunnel (Control Building)

and the Residual Heat Removal (RHR) Equipment Vault- Hydrostatic head loads (note

that seismic loads are only a small fraction of the load profile for many below-grade areas).

5.1.1 General Seismic Design Characteristics

In the design basis, seismic loads on many reinforced concrete structures at Seabrook Station

were determined using a spectral response approach. Using the spectral response method,

seismic loads were determined based on the structure's natural frequency, or its inverse, the

natural period.

In its simplest form, the natural frequency of a linear dynamic system can be characterized by the

following equation (Reference 9.7.6, Sections 3-1 and 3-2):

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1 fk

Where: f= structure's natural frequency (Hz)

k = stiffness of the structure (lbm/sec 2)

m = mass of structure (Ibm)

The effect of ASR on the dynamic response of a reinforced concrete structure can be

characterized by the simple equation for frequency of vibration given above.

The equation shows that the natural frequency of a structure is proportional to the square root of

the structure's stiffness divided by its mass. ASR may affect the stiffness of a reinforced

concrete structure, but the mass of the structure is not affected.

5.1.2 Seismic Design Spectra

The horizontal response spectrum for Seismic Category I structures at Seabrook Station is shown

in Figure 5-1. Table 3.7(B)-I of the Seabrook Station UFSAR (Reference 9.6.1) states that, for

SSE loads, reinforced concrete structures are designed using 7% of critical damping.

Using the response spectrum method, structural loads are proportional to the response

acceleration associated with the structure's natural frequency. Spectral accelerations are

represented on one of the non-orthogonal axes represented on Figure 5-1.

Figure 5-1 shows that for natural periods between about 0.10 sec and 0.4 sec (frequencies

between 10 Hz and 2.5 Hz), there is very little change in the spectral acceleration. This is the

result of peak-broadening for the most-likely ground response spectrum. The maximum

response acceleration occurs at a natural period of 0.4 seconds (frequency of 2.5 Hz). Many

reinforced concrete structures have a natural period and frequency close to this peak value.

For a reinforced concrete structure with a natural frequency of 2.5 Hz (0.4 second period),

Figure 5-1 shows that for 7% damping, the spectral velocity is 16.7 in/sec, and the spectral

acceleration is about 262 in/sec 2 or 0.68 g. This is the maximum response acceleration, and is

significantly greater than the maximum 0.25g ground acceleration.

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iký 114ý

C lqý. a

f lkI I, L 0

Is

?r

Elry

RV, >

Pq-7

ýY

K

L

<

x

46

8 R 2 .9 9

(--I of A112013A 3Nd1V13" tt 19 1! 01

Figure 5-1. Safe Shutdown Earthquake Horizontal Response Spectrum

(Reference 9.6.1, Figure 2.5-43)

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5.2 STIFFNESS OF REINFORCED CONCRETE COMPONENTS

The response of a structure to a dynamic load, such as seismic, is proportional to the stiffness of

the structure. ASR has been shown to reduce the stiffness of unconfined concrete. The effect of

ASR on the stiffness of a reinforced concrete structure is discussed in the context of a generic

structure and structures at Seabrook Station.

Mechanical testing of unconfined concrete cores shows that significant degrees of ASR can

reduce the modulus of elasticity of unconfined concrete (Reference 9.5.5, Section 4.4). A

summary of bounding effects from varying degrees of ASR from mechanical testing of

unconfined concrete cores is shown in Table 4 of Reference 9.5.5.

Unreinforced concrete cores subjected to ASR generally contain internal microcracking and

macrocracking, leading to reduced strength and stiffness normally associated with ASR. The

Institution of Structural Engineers emphasizes the following (Reference 9.5.5, Section 4.4):

It is emphasized that the residual strengths and stiffiesses in actual structures will

be modified from the figures in Table 4. This is because the concrete in actual

structures is generally restrained by adjacent material and is in a biaxial or

triaxial stress state. These effects will tend to reduce the damage to the concrete

and increase its residual mechanical properties.

While ASR generally reduces the stiffness of unreinforced concrete, reinforced concrete

structures affected by ASR behave differently from unreinforced cores due to confinement of the

concrete by the reinforcing bars. ASR has been shown to significantly increase the post-elastic

stiffness of reinforced concrete components, at least for concrete structures triaxially confined by

reinforcement (Reference 9.5.1, Section 4.3). As shown in Figure 5-2, the stiffness of an ASRaffected reinforced concrete component remains unchanged within the linear-elastic regime.

Figure 5-2 shows the much improved strength and stiffness behavior of the component in the

non-linear portion of the response. Since there is little difference in the behavior of the ASRaffected concrete and the unaffected control beam in the elastic regime, it is reasonable to infer

that natural frequency of both components would remain the same in that portion of the response

curve. It is important to note that the overall strength of the ASR-affected component is not

compromised.

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108

8ASR-Damaged 8

I6

Control

4

2-

M

0

0 I I

0 0.2 0.4 0.6 0.8 1 1.2

Deflection at Load [in]

Figure 5-2. Stiffness Testing of ASR-Affected Beams

(Reference 9.5.1, Figure 7)

In short, in a case where the benefits of triaxial confinement can be established through the

presence of a three dimensional reinforcement cage, there does not appear to be any adverse

effect on structural response due to ASR. The apparent increase in stiffness and strength

illustrated in Figure 5-2 is a result of the confining effect of the reinforcing steel. The ASRrelated expansion of concrete relative to the reinforcement places the concrete in a prestressedcompression condition, which leads to the increased ultimate load shown in Figure 5-2.

Many structural components at Seabrook Station are confined with reinforcement in twodirections and do not include transverse reinforcement. These structural components will likely

perform similar to the ASR-affected and control load deflection curves shown in Figure 5-2 in

the elastic regime. Full-scale testing will be required to accurately model the effects of

confinement on an ASR-affected reinforced concrete component with two-dimensional

reinforcement. Such a full-scale testing program is in-progress.

5.3 STUDY OF CONTAINMENT ENCLOSURE BUILDING

SGH performed a study of the CEB using a visual survey and finite element analyses

(References 9.3.1, 9.3.2, 9.3.3, and 9.3.4). The visual survey is documented in Reference 9.3.1.

Most of the survey locations were in the CEB, and additional surveys were conducted in each of

the following structures: B Electrical Tunnel, the Diesel Generator Building, the EFW

Pumphouse, and the RHR Equipment Vault. In addition, digital photographs were taken and a

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visual condition rating was assigned to each location surveyed. The crack index measurements

were obtained using the procedure outlined in Reference 9.5.4. The Overview of Results and

Conclusions on the cover page of Reference 9.3.1 states:

CI values and typical crack widths at the CEB wall are less than the minimum

values (CI value of 0. 018 in/yd (0.50 mm/rn) and/or crack width of 0. 006 in

(0. 15 mn) specified in FHWA Report HIF-09-004 as indicative of concrete likely

undergoing ASR. Fundamental differences between the CEB wall and the basis

structures for the FHWA document may compromise the applicability of the

FHWA document to the CEB wall when assessing the probability, structural

effects and prognosis ofASR.

Because the majority of the crack index measurements and crack widths observed were less than

the minimum criteria given in the FHWA Report HIF-09-004 (Reference 9.5.4), SGH concluded

the applicability of FHWA criteria to Seabrook structures was questionable. Instead, SGH

developed subjective visual rating criteria to quantify the degree of ASR.

The subjective rating criteria were based on cores obtained near locations where visual ratings

were taken. These cores showed variations in concrete properties that were attributed to ASR.

The correlation of mechanical properties to the degree of ASR in specific locations was

performed in Reference 9.3.2 based on the visual ratings.

The modified concrete properties were used to determine the effects of ASR on the response of

the CEB with a dynamic analysis (Reference 9.3.3) and on the demand of the CEB walls with a

finite element analysis (Reference 9.3.4). The Overview of Results and Conclusions on the

cover page of the dynamic analysis (Reference 9.3.3) states:

The maximum acceleration profiles and ISRS are not significantly impacted by

the averaged ASR-damaged properties.

The Overview of Results and Conclusions on the cover page of the finite element analysis

(Reference 9.3.4) states:

The ASR damage in concrete does not significantly impact the overall

forces/moments in the wall.

Continuing from Section 3.2 (Reference 9.3.4):

ASR damage on average does not affect the DCR4 values in the CEB wall. This

behavior is valid both for both OBE and SSE load conditions.

The dynamic and finite element analyses showed minimal difference in the seismic response and

demand on the CEB based on nominal vs. ASR-affected concrete properties.

4 Demand to Capacity Ratio

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5.4 CONCLUSIONS

The impact of ASR on structural demand and seismic response of the reinforced concrete

structures at Seabrook Station is negligible. The bases for this conclusion are listed below.

" The shape of the seismic response spectrum makes it unlikely that ASR will increase

seismic loads on the reinforced concrete structures at Seabrook Station. There is very little

change in the seismic response between frequencies between 2.5 and 10 Hz. Decreases in

stiffness at frequencies below 2.5 Hz decrease seismic response.

" The natural frequency of structures is proportional to the square root of the structure's

stiffness, thereby reducing the percent change in natural frequency for a given change in

material stiffness.

* Typical mechanical property tests that describe the effects of ASR on concrete are based

on tests of relatively small, unreinforced concrete cores. These tests show a significant

reduction in stiffness (concrete elastic modulus). Tests of full-scale reinforced concrete

beams indicate that ASR may have little impact, or potentially may increase stiffness of

reinforced members. The triaxial confining effect of concrete reinforcement allows a

compressive prestress to develop in the concrete in resistance to ASR-related expansion.

" Design loads on concrete structures generally are based on the sum of several load

categories such as dead load, live load, hydrostatic loads and seismic loads. Changes in

stiffness associated with ASR only affect dynamic loads such as seismic. While seismic

loads are significant in some areas, the fact that ASR does not affect the other loads that

contribute to the total reduces the overall impact of ASR on governing load combinations.

Changes in elasticity can affect load distributions in redundant structures (e.g., monolithic

concrete). The structures at Seabrook Station were analyzed using relatively simple load

assumptions and load distributions, so a change in elasticity will not significantly affect

individual components.

5.5 FUTURE ACTIONS

A full-scale testing program to quantify the effect of varying degrees of ASR on structural

component stiffness (El) is in-progress. The basis for the conclusion that ASR has a negligible

effect on the structural demand and seismic response of the reinforced concrete structures at

Seabrook Station will be further justified through the full-scale testing program.

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6

Evaluation of Structural Components

This section assesses the impact of ASR on the structural performance of safety-related and some

maintenance rule structures. This evaluation employs the following approach:

* Identify the types of structures at Seabrook Station and the related design basis.

" Perform a screening to select a sample of structural components for detailed evaluation.

The sample will be biased to areas with significant indications.

* Evaluate the ability of safety-related structural components to perform their design safety

function given the currently demonstrated extent of ASR. The evaluation of ASR-affected

concrete structures will identify any recommended actions.

6.1 DESIGN BASIS

The design of safety-related concrete structures at Seabrook Station is governed by ACI 318-71

(Reference 9.1.1). ACI 318-71 provides load cases for various natural and man-made loads.

These loads include, but are not limited to: deadweight, live loads, hydrostatic head, wind,

tornado missile and seismic.

The individual concrete components are integrally cast, creating monolithic structures.

Individual concrete structural components can be divided into the following categories:

* Load-Bearing Walls and Columns: These reinforced concrete elements are constructed in

the vertical direction. Vertical load is transferred through the element in compression to

the base mat. Horizontal load is resisted through flexure and/or shear and transferred to the

base mat.

" Floor Slabs, Base Mats and Beams: These reinforced concrete elements are constructed in

the horizontal direction. Floor slabs and beams resist applied loads though flexure and

shear and transfer the load to vertical elements (walls and columns). Base mats distribute

concentrated loads from vertical elements and some applied loads onto the subgrade

through flexure and shear.

6.1.1 General Design Information

Specified concrete strengths vary among structures at Seabrook Station. Concrete strength of

3,000 psi was specified for most structures, but 4,000 psi was specified for a few structures and

5,000 psi was specified for one maintenance rule structure (Reference 9.6.3). Statistical

evaluations of compression tests from original construction (Reference 9.2.11) revealed that the

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average compressive strength of concrete specified for 3,000-psi was 4,359 psi with no

individual cylinder test showing a compressive strength value less than 3,500 psi.

The thickness of load-bearing walls are typically two feet or greater. Columns are used

occasionally either stand-alone or as part of a load-bearing wall, and are typically four feet

square or larger. Floor slabs are at least one foot thick, usually greater. Beams are used in very

few locations. Base mat thicknesses usually vary between four and six feet.

Steel reinforcing bars conform to ASTM A615 (Grade 60 deformed bars) (Reference 9.6.2).

Typical bar sizes for safety-related structures are #8 to #11 except for containment which utilizes

larger bars. Reinforcing bars are typically placed in two-directional mats with one mat near each

concrete face. The spacing between individual bars typically range from 6 to 12 inches. Clear

concrete cover for rebar is typically 2 inches for internal faces and 3 inches for external faces.

Transverse reinforcement (i.e. reinforcement provided through the wall thickness) is only

provided in limited applications.

6.1.2 General Design Approach

As discussed in Section 1.2, the station layout minimizes the site footprint and height of the

structures above grade. This layout resulted in a station that is very compact and contains more

below grade areas than is typical. Many structures are only separated by a three-inch thick

isolating material, permitting them to act independently in a seismic event. This small gap

between many of the safety-related structures does not permit the external assessment of many

walls (above or below-grade).

Design of the below-grade portion of the station structures is usually governed by the large

hydrostatic load instead of seismic and equipment loads. External wall designs tend to be

governed by flexure or out-of-plane shear. Internal walls act as braces for the external walls and

their designs are usually governed by in-plane shear. Many walls are designed to carry a high

load eccentricity (i.e. high bending moment relative to vertical load) and their loading more

closely resembles that of a beam instead of a column. The design of above grade walls are

typically governed by equipment loads (large equipment or pipe whip) or natural loads such as

seismic or tornado missile.

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6.2 SCREENING OF STRUCTURAL COMPONENTS

The reinforced concrete structures are screened to identify structures or portions of a structure

that require a more detailed evaluation. The screening uses the observed severity of degradation

based on the Combined Cracking Index (CCI)5 and maximum ASR crack width from the

walkdowns (Reference 9.2.9), and guidance from published studies (e.g., References 9.5.4, 9.5.5,

and 9.5.6) to disposition some structures or portions of structures as having negligible to minimal

structural degradation.

6,2.1 Currently Available Screening Methods

Several published studies describe screening methods to determine when structural evaluations

of ASR-affected concrete are appropriate and how to prioritize such evaluations. Three

screening methods from published studies are briefly summarized below. These three screening

methods will be combined to form the basis of the screening criteria for the structures at

Seabrook Station. While these screening methods are based on lightly or unreinforced concrete

structures, they are useful in the absence of criteria directly relevant to the highly-reinforced

concrete structures used in nuclear generating facilities.

* The Institution of Structural Engineers (U.K.) publication Structural Effects ofAlkaliSilica Reaction (Reference 9.5.5, Sections 6.3.2 and 8.2) describes a screening method for

ASR-affected concrete using five categories based on studies of unreinforced structures as

outlined below:

- Category I: Expansions on the order of 0.4 mm/m are of no concern even if ASR has

been identified petrographically as they occur in the normal service of concrete

unaffected by ASR. Expansions up to 0.6 mm/rn will only marginally impact

strength.

- Category II: Expansions in the range of 0.6 to 1.0 mm/m have an impact on some

concrete characteristics such as tensile strength, but will only have a marginal impact

on highly reinforced structures.

- Category III: Expansions in the range of 1.0 to 1.5 mm/m should have a detailed

appraisal with consideration to potential capacity reductions.

- Category IV: Expansions in the range of 1.5 to 2.5 mm/m require a detailed appraisal

with consideration to potential capacity reductions.

- Category V: Expansions of 2.5 mm/m or greater should be subject to special study,

testing and monitoring.

* The U.S. Department of Transportation - Federal Highway Administration publication

Report on the Diagnosis, Prognosis, and Mitigation ofAlkali-Silica Reaction (ASR) in

The Combined Cracking Index (CCI) is the average of the horizontal and vertical Cracking Indices. Cracking

Indices are further discussed in Section 3.2.2.

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Transportation Structures (Reference 9.5.4, Section 4.2.4) identifies cracking criteria

based on studies of unreinforced ASR-affected structures. More detailed investigations are

justified if expansions of 0.5 mm/m or individual cracks of 0.15 mm or greater are

identified.

Oak Ridge National Laboratory publication In-Service Inspection Guidelines for Concrete

Structures in Nuclear Power Plants (Reference 9.5.6, Section 5.4.6) identifies cracking

criteria for ASR-affected concrete using four categories based on a study of lightly

reinforced concrete beams with undeformed reinforcement. Reference 9.5.6 indicates that

structures in categories 1 and 2 have not likely been significantly damaged and structures

in categories 3 and 4 require structural evaluation. Those categories are explained below:

- Category 1: Crack widths up to 0.2 mm.

- Category 2: Crack widths in the range of 0.2 to 1.0 mm.

- Category 3: Crack widths in the range of 1.0 to 2.0 mm.

- Category 4: Crack widths greater than 2.0 mm6.

6.2.2 Selection of Screening Criteria for Structural Components

In the absence of studies more relevant to the reinforced concrete design and detailing used at

Seabrook Station, the selected screening criteria in Table 6-1 utilize a combination of all three of

the previously described criteria. It is recommended that these screening criteria are updated

when more relevant studies are available.

Table 6-1. Criteria for Screening ASR-Affected Areas

Recommendation for Individual Combined Cracking Index Individual Crack Width

Concrete Components (CCI)

Structural Evaluation 1.0 mm/m or greater 1.0 mm or greater

Quantitative Monitoring 0.5 mm/r or greater 0.2 mm or greater

and Trending

Qualitative Monitoring Any area with indications of pattern cracking or water ingress

Note: The criteria related to expansion due to ASR are expressed in terms of CCI to be

consistent with the field walkdown results.

6 Due to a typographic error, this value was reported as 0.2 mm in Reference 9.5.6.

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6.2.3 Implementation of Screening Criteria for Structural Components

The results of the screening of ASR-affected areas recommended for structural evaluation are

provided in Table 6-2. The screening criteria are applied on the results of field walkdowns

(Reference 9.2.9).

Table 6-2. Results of ASR-Affected Area Screening for Structural Evaluation

Criteria Screened Out Screened In

Combined Cracking Index (CCI): 107 24

1.0 mm/m or greater

Individual Crack Width: 131 0

1.0 mm or greater

Note: A few cracks with a width of 1.0 mm or greater were identified during the field

walkdowns, but none of these were dispositioned as caused by ASR. The evaluation of

these cracks are covered by the Seabrook Station Structural Monitoring Program.

The eleven areas selected for detailed evaluation are identified in Table 6-3. The selection is a

sample of the areas screened in from Table 6-2. The sample of the screened-in areas is biased to

include the areas with the highest combined cracking index. Any area with a CCI of 1.5 mm/m

or greater was selected for the sample 7. The largest CCI in the selection is about 2.5 mm/m. The

selected areas in Table 6-3 include areas previously identified by NextEra Energy

(References 9.7.7 and 9.7.8) as areas of concern.

7 In one area, a CCI was taken in non-structural grout and exceeds 1.5 mm/m. This area was not selected for

detailed evaluation because the area affected appears to be localized to non-structural grout.

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Table 6-3. ASR-Affected Areas Selected for Detailed Evaluation

Structure Elevation Room Structural Components Reference

Number of Concern Calculation

RHR Vault ()61' up to Various All Walls PB-30 (-) 16'

Emergency Feedwater (-) 26' up to EFST1 North and East Walls EF-4

Pumphouse grade (20')

Electrical Tunnel 'B' (-) 20' up to 20' CBST1 North, East, and West CD-20 Walls and Floor Slab

RCA Tunnel 0'& 5' Unit 1 NE Wall @ El. 0' SG-1, CD-10, Tunnels & All Cored Walls WB-69, WB-82

Diesel Generator Building (-) 16' DG102 East Wall CD-1 8

Primary Auxiliary Building (-) 6' PB205 South Wall, East Wall PB-20, WB-82 ___________ ________(South Portion)

Primary Auxiliary Building ( M 02 North Wall, Column near EM-31

Mechanical Penetration NE corner of room

Electrical Tunnel 'B' (-) 20' EF101 North, South Walls EF-4, EF-11 and Floor Slab

MS/FW Pipe Chase Above Grade Exterior East Wall EM-I 9

(East) (>20')

Cooling Tower Above Grade Unit 1 South Wall & North Pipe CT-53, CT-28 (>20') Exterior Chase Bump-out

Service Water Above Grade Exterior North Wall of SW CW-29

Pumphouse (>20') Bump-out & South Wall

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6.3 DETAILED COMPONENT EVALUATIONS

The detailed evaluations reviewed the relevant design-basis calculations to assess the current

margin, considering the worst-case effects of advanced ASR degradation and conservatisms in

the ACI code as documented in code committee reports.

The detailed component evaluations:

" Documented the margin in the design basis calculation for each component in the selected

ASR-affected areas.

" Identified the evaluations within the calculation that are adversely affected by ASR

degradation of the concrete.

" Identified analysis options that could be employed to increase the margin in evaluations

that are adversely affected by ASR degradation of the concrete. The review did not

address margin that could be gained by methods outside of analysis space, such as

anticipated full-scale structural testing.

* Estimated the amount of unnecessary conservatism that could be removed if the

recommended analysis options were pursued.

* Identified areas that would likely not meet acceptance criteria after applying the potential

strength reductions due to ASR degradation, even with unnecessary analysis conservatisms

removed.

This review is documented in MPR Calculation 0326-0058-63, which is included as Appendix A

of this report.

6.3.1 Screening Criteria for Detailed Component Evaluations

The detailed evaluations of structural components focus on the limit states of reinforced concrete

design affected by ASR. Table 6-4 compares these limit states with the effects of ASR as

documented in literature (Reference 9.5.1). Table 6-4 includes assessments of whether or not a

given limit state is a concern for Seabrook Station structures. The rationales for these judgments

are provided as footnotes to Table 6-4. Conclusions from Table 6-4 are:

* ASR has potential to reduce the ability of concrete to develop the full strength of

reinforcement at locations of reinforcement lap splices and at locations of reinforcement

straight bar embedment (i.e., embedments without hooks) in areas that a three-dimensional

reinforcement cage is not provided. Sufficient length is required in the reinforcement lap

splice length and in the embedment length to fully develop the strength of the reinforcing

steel.

* ASR has the potential to reduce the ability of the concrete to resist out-of-plane (one-way)

shear loads in areas that a three-dimensional reinforcement cage is not provided. One-way

shear also envelopes in-plane shear. In-plane shear primarily resisted by flexural

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reinforcement and is more sensitive to the affects of ASR due to its potential effects on

reinforcement development instead of shear in the concrete.

* ASR has no significant effects on flexure, one-way shear with transverse reinforcement,

two-way shear, and reinforcement anchorage with transverse reinforcement.

* ASR effects on compression are not a consideration for the Seabrook Station structures.

Table 6-4. Limit States Considered for Effect of ASR

Limit State Lower-Bound Effect of ASR Concern for

(Reference 9.5.1) Seabrook

Structures?

Axial Compression Moderate loss of strength No1

(up to 18% loss)

Flexure No significant loss of strength or stiffness No2

(up to 7% loss)

with transverse No significant loss of strength or stiffness No

reinforcement (more than 16% gain)

One-Way Shear

without transverse High variability among similar specimens Yes

reinforcement (up to 25% loss)

Two-Way Shear No significant loss of strength or stiffness No 2

(up to 9% loss)

with transverse No significant loss of strength or stiffness No2

Reinforcement reinforcement (up to 10% loss)

Anchorage without transverse Significant loss of strength Yes

reinforcement (40% loss)

Notes:

1. The effect of ASR on axial compression is a concern for columns or load-bearing walls with high

compression relative to the applied flexure loads, i.e., the concrete compression controlled region of

the bending moment and axial load interaction diagram. Review of the components in the sample of ASR-affected components did not identify any compression elements that were compression

controlled. All compression components reviewed are controlled by high load eccentricity or the

reinforcement tension controlled region of the interaction diagram.

2. These losses are negligible when examined in the context of the normal strength variation tolerated

within reinforced concrete construction (Reference 9.5.1). It is reasonable to use no loss of

strength for this limit state for determining operability.

Based on Table 6-4, the limit states of one-way shear without transverse reinforcement and

reinforcement anchorage without transverse reinforcement are of concern to Seabrook structures

affected by ASR.

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The screening criteria used to evaluate whether out-of plane shear and reinforcement anchorage

are a potential concern for a given location are developed below. These screening criteria

consider the strength reductions from Table 6-4 and conservatism in ACI acceptance criteria as

discussed in Reference 9.5.2.

Out-of-Plane Shear

Potential strength reductions of up to 25% for out-of-plane shear in ASR-affected concrete are

identified in Table 6-4. This potential reduction is based on testing of 5" x 3" concrete prisms

without transverse reinforcement (Reference 9.5.9). The results of the testing had high

variability, with a maximum enhancement of shear strength of 12% and a maximum reduction of

25%. The potential out-of-plane shear strength reduction of 25% is conservative because it is the

maximum reported reduction in the test program.

Conservatism in the calculated capacity for out-of-plane shear strength in the ACI Code

equations of approximately 50% is documented in ACI Code Committee reports per

Reference 9.5.2. This conservatism is applicable for elements with two-dimensional rebar, i.e.

no transverse reinforcement. The lower bound of the data is what forms the basis for

ACI 318-71 code requirements. The use of average values is appropriate for the purposes of

evaluation of operability. The combination of conservatism in ACI 318-71 with regard to

expected performance and the maximum potential performance reduction due to the effect of

ASR is that there is no net reduction in shear capacity relative to that calculated using

ACI 318-71 for components as thick as two feet. 8 For components thicker than two feet, the

reduction in shear strength is expected to be 25% and no credit is taken for the conservation

identified in Reference 9.5.2. The criterion of 25% for out-of-plane shear is the potential

reduction for components thicker than two feet. This criterion is used in the detailed evaluations

to differentiate between evaluations that are of concern and evaluations that are not of concern.

Reinforcement Lap Splices and Anchorage

Potential strength reductions of 40% for reinforcement lap splices in ASR-affected concrete are

identified in Table 6-4. The potential strength reduction of 40% is the average strength reduction

reported, which is appropriate for an operability assessment. This potential reduction is based on

reinforcement pullout testing in concrete without transverse reinforcement reported in

Reference 9.5.8. The potential lap splice strength reduction of 40% is likely conservative

because the reinforcement pullout testing targeted a weaker failure mode for a component with a

low or moderate concrete cover to bar diameter ratio. This weaker failure mode is described in

ACI Code Committee reports (Reference 9.1.2). In Figure 6-1, the experimental study used test

method (a) while structural performance is best represented by test method (d). ACI 408R-03

(Reference 9.1.2) states:

The pullout specimen (Fig. 1.6(a)) is widely used because of its ease of

fabrication and the simplicity of the test.... This specimen is the least realistic of

the four shown in Fig. 1.6 because the stress fields within the specimen match few

8 This conclusion applies when the evaluation is based on a design f'c of 3,000 or 4,000 psi, as appropriate to the

building being reviewed. This conclusion does not apply when the value of 'f in the calculations is based on test

data. For these cases, the reduction in shear strength is expected to be 25% and no credit is taken for the

conservatism identified in Reference 9.5.2.

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cases in actual construction. ... Thus, the use ofpullout test results as the sole

basis for determining development length is inappropriate and not recommended

by Committee 408 ... Beam anchorage and splice specimens shown in

Fig. 1.6(c) and (d), respectively, represent larger-scale specimens designed to

directly measure development and splice strengths in full-size members.

The experimental study in which 40% anchorage strength reduction was measured employed #5

bars. Directly applying those test results to the anchorage performance of much larger

reinforcing bars (generally #8 to #11 for safety-related structures other than containment) is

conservative.

(a) (b)

4?

(C) (d)

Figure 6-1. Reinforcement Development Test Methods

(Reference 9.1.2, Figure 1.6)

Conservatism in the calculated capacity for reinforcement lap splice strength in the ACI Code

equations of 23% is documented in ACI Code Committee reports per (Reference 9.5.2). This

conservatism is applicable for components with two-dimensional rebar, i.e. no transverse

reinforcement. In this regard, "conservatism" is established by considering the average of the

test-to-prediction ratios. The lower bound of the data is what forms the basis of code calibration.

The use of average values is appropriate for the purposes of evaluation of operability, until more

appropriate data such as full-scale structural testing are available.

Based on References 9.5.1 and 9.5.2, a criterion of 17% is justified as the potential reduction in

strength of reinforcement lap splices and reinforcement embedments due to ASR.9 The 17%

9 The criterion of 17% is the arithmetic sum of +23% and -40%. The relevant ACI 318-71 equations are not linear

and can require an iterative approach. A scoping analysis determined that using the sum of the two considerations is

more conservative than comparing the two considerations through the ACI design equations (see Appendix A of this

report).

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criterion is applicable to evaluations that consider the specified compressive strengths of

concrete. In cases where the actual compressive strength was used the 23% code conservatism is

not applicable and a 40% criterion is used. The 23% code conservatism is also not applicable to

reinforcing bar sizes #6 and smaller and the 40% criterion is used in evaluations crediting these

smaller bar sizes. These criteria are used in the detailed evaluations to screen between

evaluations that are of concern and evaluations that are not of concern.

Lap. splice length and embedment length are important to three types of evaluations:

(1) reinforcement to carry bending moments, (2) reinforcement to carry in-plane shear loads, and

(3) for minimum flexural reinforcement requirements.10 These are the evaluations that are flagged in the review for further scrutiny.

6.3.2 Scope of Detailed Evaluations

A targeted approach was used for the detailed evaluations. The detailed evaluation process is

described below:

* Identify the evaluations within the calculation that address design of the concrete

component to carry design basis loads or address minimum required reinforcement in the

ASR-affected area.

" Document the calculated margin in the evaluation relative to the code requirement. The

margin is expressed as the percentage: Margin = 100% * ((Capacity - Demand) / Capacity.

The capacity or demand may be expressed as a force, moment, stress, or rebar area,

dependent on how the information was presented in the calculation. The capacity is

calculated using the provisions in ACI 318-71. It is not the margin to failure as there is

additional margin inherent in ACI 318-71.

* Identify the evaluations for which ASR is a concern. These are the evaluations which meet

the following criteria:

- The evaluation of a wall/slab with a thickness exceeding two feet for which the shear

margin in the design basis calculation is less than 25%.

- The evaluation credits reinforcement for flexure (with or without axial compression

or tension) or in-plane shear. Minimum required reinforcement evaluations for

flexure and in-plane shear per the limits prescribed in ACI 318-71 are also

considered.

- The wall/slab being evaluated has reinforcement lap splices or reinforcement straight

bar embedment (not including the length of straight bar embedment provided with a

standard hook to achieve the required development length).

'0 The review assures that lap splices and anchorage for minimum reinforcement are adequately sized, considering

possible degradation in strength of lap splices or anchorage from ASR. For walls, the minimum reinforcement is

primarily for shrinkage, thermal expansion, and serviceability concerns. If the splices are not appropriately sized to

carry these loads, the splices could be compromised and the splices could not then carry design basis loads.

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* Identify conservatisms in the calculation with potential to increase the margin in the

evaluation or alleviate the ASR degradation concern. The potential conservatisms that

were considered are:

- Eliminating overly conservative simplifying assumptions, e.g., calculating a wall

bending moment as a two-way slab rather than a one-way slab where wall aspect

ratios permit such analysis.

- Eliminating unnecessary levels of conservatism in the calculation of the applied

loads.

- Using a more sophisticated analysis method, e.g., a finite element analysis to more

accurately calculate the distribution of load. Simple finite element models were

prepared to estimate the potential gain with this approach.

- Taking credit for the actual amount of reinforcement in the wall/slab if this is greater

than the amount of reinforcement required to be in the wall/slab in the calculation.

- Taking credit for adjacent reinforcing steel lap splices that are staggered rather than

aligned.

- Taking credit for a reduction in required splice length when the lap splice is in a low

stress area.

- Using alternate capacity equations from the ACI Code.

- Determining if the area of interest is affected by ASR indications based on the

walkdown results.

The options considered to improve the calculation margin are generally related to the

analysis and the actual construction details. Other potential sources of conservatism are

deemed to be outside the scope of this review.

* Estimate the anticipated margin from the methods described. This is the margin that might

be obtained with a reanalysis. The estimate is based on a scoping evaluation and is

provided for information.

" Identify the evaluations for which ASR is a potential operability concern, taking credit for

the potential margin increase that could be obtained from a reanalysis. The evaluations

that are a concern are those that meet the screening criteria for the detailed component

evaluations for which the anticipated margin is less than the applicable potential strength

reduction criteria.

As discussed, for cases where an evaluation did not have sufficient margin to accommodate ASR

concerns, an estimate was made of the margin that could be recovered from the evaluation by

removing unnecessary levels of conservatism.

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The detailed component evaluations focused on the aspects of interest for the ASR evaluation.

Although the scope was not to verify the comprehensiveness of the design basis calculations,

several calculational deficiencies were identified. These were reported to NextEra Energy for

inclusion in the NextEra Energy Corrective Action Program.

6.3.3 Results

The detailed evaluations addressing eleven areas and the 143 specific evaluations are

documented in MPR Calculation 0326-0058-63, which is included as Appendix A of this report.

A summary of the review results is provided in Figure 6-2 and Table 6-5. There are 15

evaluations in the eleven areas in which the margin in the calculation is not sufficient for the

potential degradation of the concrete by ASR, even with reanalysis to remove some unnecessary

levels of conservatism. The specific evaluations with insufficient margin are identified in

Table 6-6. There are 128 evaluations in the 11 areas that were shown to have sufficient margin

(either documented in the design basis calculations or after potential removal of unnecessary

conservatism included therein) to accommodate potential degradation of the concrete by ASR.

There are 32 evaluations that were shown to have sufficient margin after potential removal of

unnecessary conservatism in those evaluations. In particular, the west wall of CBSTI, the

limiting evaluation for out-of-plane shear in the B Electrical Tunnel, was shown to have

sufficient margin after potential removal of unnecessary conservatism.

" Sufficient Margin to Accommodate ASR

" Sufficient Margin to Accommodate ASR after Potential Margin Recovery

Additional Assessment by NextEra Energy

Figure 6-2. Summary of Detailed Evaluation Results for Selected ASR-Affected Areas

These results are based on a review of the design basis calculations and recovery of margin that

is available in analysis space. The results do not address margin that can potentially be

recovered through other avenues, such as from the planned full-scale structural testing.

The potential conservatism in the structural calculations is an estimate based on scoping

evaluations. MPR provided informal checks of these estimates to assure they were reasonable.

These scoping calculations are not included in this calculation and the margin recovery estimates

are not QA results. The identification of conservatism is an estimate of the likely margin that

could be obtained if the design basis calculation were revised.

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Table 6-5. Summary of Detailed Evaluation Results for Selected ASR-Affected Areas

Structure Evaluated Number of Evaluations of Evaluations of

Areas with ASR Evaluations Concern Before Concern After

Potential Margin Potential Margin

Recovery Recovery

RHR Vault All Walls, 30 10 1 - See Table 6-6

-61 ft. to -16 ft.

Emergency North and East

Feedwater Walls, -26 ft. to 13 4 1 - See Table 6-6

Pumphouse, EFST1 grade (20 ft.)

North, East, and

Electrical Tunnel 'B', West Walls and 11 6 No Evaluations of

CBST1 Floor Slab, -20 Concern for ASR

ft. to 20 ft.

NE Wall @ RCA Tunnel, Elev. 0' & All 5 3 3 - See Table 6-6 Unit 1 Tunnels Cored Walls

Diesel Generator East Wall, -1.6 ft. 12 3 1 - See Table 6-6

Building, DG102

Primary Auxiliary South Wall, East No Evaluations of Primarnguxiliary Wall (South 6 Concern for ASR

Building, PB205 Portion), -6 ft.

Primary Auxiliary North Wall

Building Mehaical (Column near No Evaluations of Building Mechanical NE corner of Concern for ASR Penetration, MF102 ro) 3 t

room), -34 ft.

Emergency North and South

Feedwater Walls and Floor 2 0NonEvauaton of

Pumphouse, EF101 Slab,1 1 -20 ft. Concern for ASR

MS/FW MSF Pipe ieCae Chase above East Wall, grade 72 No Evaluations of

(East), Exterior (>a20 ft.) Concern for ASR

South Wall &

Cooling Tower, North Pipe

Unit 1 Exterior Chase Bump- 44 19 9 - See Table 6-6

out, above

grade (> 20 ft.)

North Wall of

Service Water SW Bumpout & No Evaluations of

Pumphouse, Exterior South Wall, 11 0 Concern for ASR above grade

(> 20 ft.)

Total 143 47 15

" The floor slab for EFIO1 was not included in this review. The design basis calculation was not available.

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Table 6-6. Evaluations of Possible Concern for ASR-Affected Areas

Wall Evaluation ASR Effect Amount of Margin Required to

Accommodate Potential Effects of

ASR Degradation (%)

RHR Vault, Various Rooms

EL. (-) 45' Out-of-Plane Shear Concrete Shear 1%

4' Ext. Wall Capacity Reduced 25%.

Emergency Feedwater Pumphouse, Room EFST1

East fortin-Pane Menorment Vertical Reinforcement Embedment & Splice 11% East forIn-PEl. 0' to 27' Length Increased 17%

RCA Tunnel

NE Corner of Vertical Reinforcement Embedment & Splice for Flexure and 22% Tunnel Compression Length Increased 40%

NE Corner of Horizontal Embedment & Splice

Tunnel Reinforcement for Length Increased 40%1%

Shear

West Wall

(Control Bldg) - Flexure and Tension Embedment & Splice 22%

Core Bore Length Increased 40%

RCAW-1 &2

Diesel Generator Building, Room DG102

East Flexure Length Embedment Increased & Splice 7% 17%

Cooling Tower

South, Horizontal

El. Cols. 32'to A-D 39u , Reinforcement In-Plane Shear, for Length Embedment Increased & Splice 17% 3%

Bending, and Tension

South, Out-of-Plane Shear Concrete Shear 18%

El. (-) 8' to 21' Capacity Reduced 25%

South, Vert. Reinforcement for Embedment & Splice 19.5%

El. 21 to 45' Bending Length Increased 17%

South, El. >50', Vert. Reinforcement for Embedment & Splice

Cols. D-K Bending and Tension Length Increased 17% 6 areas ranging from 6% to 12%

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6.3.4 Potential Concerns in ASR-Affected Areas

Considering the conservative manner of our approach for the evaluation of ASR-affected

structural components, the 15 evaluations that appear to have insufficient margin to

accommodate the potential effects of advanced levels of ASR degradation are not unsuitable for

continued service. The conservative aspects of our approach for our evaluations are summarized

below.

" Potential strength reductions of 40% for reinforcement lap splice and embedment in ASRaffected concrete are not truly representative of the expected performance of these

reinforcement limit states.

- While the study producing an average strength reduction of 40% was the most

relevant study for the reinforcing anchorage limit state without transverse

reinforcement, the ACI Technical Committee 408 stated in its report that the method

used in the study is "inappropriate and not recommended."

- The test used reinforcing steel significantly smaller (#5 bars) where the structures at

Seabrook Station typically use #8 bars and larger for safety-related structures.

- While the level of ASR in the reinforcement pullout study was not documented well,

the tests were run at an advanced stage of ASR degradation. Seabrook Station does

have indications of ASR, but it is not at an advanced state.

The multiple conservatisms apparent in the detailed evaluation approach, coupled with the

strong statement published by the ACI Committee 408 on the suitability and reliability of

rebar pullout testing as the basis for the strength of reinforcement anchorage in concrete

suggest that there is significant uncertainty in the screening criterion applied to the design

basis calculations.

" Potential strength reductions of 25% for out-of-plane shear are not representative of the

expected performance of the walls at Seabrook Station.

- The available data on out-of-plane shear show a range of impacts from a reduction of

25% to a gain of 12%. The average impact is a reduction of 6%, which is within the

available margin for all areas.

- The shear capacity reduction due to ASR of 25% is based on a small-scale test using

5-inch x 3-inch beams. It is well known that shear phenomenon does not scale well.

- While the level of ASR in the out-of-plane shear capacity study was not documented

well, the tests were run at an advanced stage of ASR degradation. Seabrook Station

does have indications of ASR, but it is not at an advanced state.

Therefore, the reduction in shear capacity due to ASR is likely less than the 25% used in

the screening, particularly in view of the current state of ASR at Seabrook Station.

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The scoping evaluations used a few simple methods to identify potential margins that

could be recovered in the design basis calculations. The scoping evaluations did not

employ all methods by which to recover margins from over-conservatisms in the

calculations.

Based on the points above, there is reasonable assurance that the structures are adequate to

perform their design function for an interim period.

Test programs have been initiated to evaluate the impact of ASR on shear capacity and

performance of reinforcement anchorages using full-scale beams. The full-scale beams will

replicate key features of the B Electrical Tunnel. This method of determining adequacy is

essentially proof testing and is deemed a "more precise method" by the ACI code. The full-scale

tests will provide a definitive assessment of the nominal margin inherent in the design and any

apparent strength reductions due to various degrees of ASR.

NextEra Energy has performed a supplemental assessment to demonstrate adequate margin for

the 15 evaluations that initially appeared to have insufficient margin to accommodate ASR.

Their evaluation focused on conservatism in the demand (i.e. loads and load factors).

6.4 CONCLUSIONS

There is reasonable assurance that the structural components are adequate to perform their design

function for an interim period. The bases for this conclusion are listed below:

" ASR pattern cracking can be observed in many areas within Seismic Category I structures

and Maintenance Rule structures, but only a limited portion of these areas have sufficient

ASR degradation to merit detailed evaluation.

" The eleven locations selected for detailed evaluation were biased to include the areas with

the highest Cracking Indices. Of the 131 locations evaluated during the field walkdowns,

only 24 exceeded our screening criterion of a Combined Cracking Index of 1.0 mm/m.

" The detailed evaluations of these eleven areas focused on limit states for which available

data indicated that there is a potential decrease in capacity due to ASR: out-of-plane shear,

and reinforcement lap splices and anchorage.

- Out-of-Plane Shear-Available data from scale tests indicate that ASR can

potentially reduce shear capacity by up to 25%. However, ACI 318-71 includes

approximately 50% margin on the shear capacity for components up to 2 feet thick,

but lesser margin for components thicker than 2 feet.

- For components up to 2 feet thick, ASR should not degrade shear capacity

below that calculated from ACI 318-71 as the margin inherent in the code

exceeds the maximum reduction in shear capacity.

- For components greater than 2 feet thick, ASR may degrade shear capacity up

to 25% below that calculation from ACI 318-71.

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Reinforcement Lap Splices and Anchorage--Available data from rebar pullout tests,

an outdated and unreliable test method, indicate a 40% strength reduction for lap

splices in ASR-affected concrete. However, there is approximately 23%

conservatism in the ACI 318-71 equations for lap splice strength. Therefore, ASR

could decrease lap splice strength about 17% relative to that calculated using

ACI 318-71 and specified compressive strength. For cases where the actual concrete

compressive strength was credited, the 23% conservatism in the ACI 318-71

equations for lap strength cannot be credited as part of this conservatism derives

from the difference between specified and actual compressive strength.

" For the eleven areas subjected to detailed evaluations, a total of 143 evaluations were

assessed to determine if there was sufficient margin to accommodate ASR. Of these 143

evaluations, 47 (33%) do not have sufficient margin based on the margin documented in

the Seabrook Station calculation. However, after exploring means for potentially

recovering margin, only 15 of the 143 evaluations (10%) appear to have insufficient

margin to accommodate ASR

" The multiple conservatisms apparent in the detailed evaluation approach, coupled with the

strong statement published by the ACI Committee 408 on the suitability and reliability of

rebar pullout testing as the basis for the strength of reinforcement anchorage in concrete,

suggest that there is significant uncertainty in the screening criterion applied to the design

basis calculations.

" Potential strength reductions for out-of-plane shear are not representative of the expected

performance of the walls at Seabrook Station. Available data on shear capacity reduction

due to ASR are based on small-scale testing-some as small as 5-inch x 3-inch beams. It

is well known that shear phenomenon does not scale well.

It is noted that NextEra Energy performed supplemental assessments to disposition the

15 evaluations which did not initially appear to have sufficient margin to accommodate ASR.

6.5 FUTURE ACTIONS

Test programs have been initiated to evaluate the performance of two key limit states in the

absence of transverse reinforcement. Both test programs will utilize full-scale beams to test the

performance of the limit state in the presence of ASR with two-directional reinforcement

replicating key features of the B Electrical Tunnel.

" The out-of-plane shear testing will test the performance of a reinforced concrete section

with selective placement of transverse reinforcement to target a shear failure in a region

with only two-directional reinforcement.

" The reinforcement anchorage testing will test the performance of lap splices in flexure

without transverse reinforcement.

This method of determining adequacy is essentially proof testing and is deemed a "more precise

method" by the ACI code. The full-scale tests will provide a definitive assessment of the

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nominal margin inherent in the designs for each limit state targeted and any apparent strength

reductions due to various degrees of ASR.

A final assessment will need to revisit the current evaluation screening criteria based on the

available literature with criteria derived from the full-scale testing programs. The structural

components will need to be reevaluated based on the screening criteria derived from the fullscale structural testing. The reevaluation will include the following:

" Structural components that were identified as requiring an evaluation in the initial

screening for the interim assessment.

" Structural components that screened out for the interim assessment but screen in based on

the future condition.

* Any structural components walked down after the interim assessment that screen in based

on the future condition.

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7

Evaluation of Structural Attachments

This section assesses the impact of ASR on anchorages for safety-related systems and

components. This assessment employs the following approach:

" Identify the types of anchors used in safety-related applications and the related design

bases.

" Perform testing to document the impact of ASR-induced cracking on anchor performance.

The scope of testing is based on the applicable anchor types, likely limiting failure modes

and expected impact of ASR on anchor performance.

" Evaluate the ability of safety-related anchors at Seabrook Station to perform their design

basis safety function given the currently documented extent of ASR. This evaluation

includes identification of additional work required to complete a final assessment.

This assessment focuses on anchor performance under tensile, rather than shear, loading. This is

because the performance of anchors under tensile loading is more directly impacted by concrete

properties than under shear loading. Reacting a tensile anchor load requires formation of a series

of inclined compressive struts that radiate from the anchor head to the concrete surface. The

strut compressive force is maintained by a tension field in the concrete (See Reference 9.2.7,

Section 8.3.3). Shear failure, however, is primarily due to shear stress in the anchor shank,

accompanied by local crushing of the concrete at the surface. Unless the anchor is located near a

free surface, shear failure by concrete breakout is not a possible failure mode.

7.1 DESIGN DESCRIPTION

A variety of anchor designs and configurations are used in safety-related applications at

Seabrook Station. Anchors can be divided into two broad categories:

* Cast-in-Place Anchors: These anchors are suspended in the supporting structure's

formwork and concrete is then cast around it. Load is transferred through bearing from the

anchor directly to the concrete. Cast-in place anchors in use at Seabrook Station include

embedded plates (with Nelson studs), embedded uni-strut type channels (with embedment

studs), Richmond Stud and anchor bolts.

* Post-Installed Anchors: These anchors are installed by drilling a hole in the existing

concrete. The anchor assembly transfers load to the concrete through friction and/or

bearing at the anchor/hole interface. Post-installed anchors in use at Seabrook Station

include both expansion anchors (e.g. Hilti Kwik Bolts) and undercut anchors (e.g., Drillco

Maxi-Bolts).

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7.1.1 Anchor Applications

Cast-in-place and post-installed anchors are used primarily for pipe supports, electrical cable

supports, and component anchorages. The following describes the types of anchors typically

used in each application.

Pipe Supports

Pipe supports are typically anchored using post-installed Hilti Kwik Bolts, although Drillco

Maxi-Bolts are used in some applications. In addition, some larger support (e.g., pipe whip

restraints) and piping anchor designs use cast-in-place embedded steel plates with Nelson Studs.

Review of Seabrook Station design documentation shows that the following anchor types are

used in safety-related applications at the plant:

" Hilti Kwik Bolt 1: Standard (Carbon Steel), Super, and Stainless Steel

* Hilti Kwik Bolt 2: Carbon Steel and Stainless Steel

* Hilti Kwik Bolt 3

" Drillco Maxi-Bolt

" Embedded Plates with Nelson Studs

The Seabrook Station Pipe Support Qualification Standard (Reference 9.6.4) identifies key

documents used in the design of the pipe support anchorages at the plant. The UE&C Pipe

Support Design Guideline Documents (References 9.6.5 and 9.6.6) provide the basis for support

design at Seabrook Station from original construction through today. Note that Kwik Bolt 2 and

Kwik Bolt 3 bolts were approved for use after initial construction as a replacement for Kwik

Bolt 1 bolts upon discontinuation of the Kwik Bolt 1 product line.

Electrical Supports

Electrical and I&C cabling and component supports are typically anchored using post-installed

Hilti Kwik Bolts, cast-in-place plates or cast-in-place Unistrut-type embedded channels (with

embedment studs). The scope of anchors used in safety-related electrical applications is based

on review of References 9.4.1, 9.4.2, 9.4.3 and 9.4.4.

Design guidance for electrical supports at Seabrook Station is provided in the UE&C Technical

Guide for the Design and Analysis of the Electrical Conduit System (Reference 9.6.7). Note

that, as it relates to anchor design (e.g., anchor bolt allowable loads, applied factor of safety), the

design guidance provided in Reference 9.6.7 is consistent with that for pipe supports in

References 9.6.5 and 9.6.6.

Component Anchorages

Anchorages for safety-related components are typically cast-in-place, using embedded steel

plates, or ductile steel bolts (e.g., Richmond anchors). Each component anchorage is

individually designed and analyzed. As such there is no generic guidance regarding component

anchorage sizing or design. However, the potential impact of ASR induced cracking on these

anchors will be identical to that of other deeply embedded cast-in-place anchors, such as those

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used in pipe whip restraints. Therefore, specific embedment plate configurations are not relevant

to this assessment.

7.1.2 Range of Anchorage Types in Service

This section documents the range of anchorage types accepted for service at Seabrook Station.

Review of sample support calculations and discussion with plant personnel indicates that most, if

not all, of the wide range of anchorage types (including sizes and embedment depths) accepted

for use are currently installed in safety related applications.

Hilti Kwik Bolts

As discussed above, the Seabrook Station design basis permits the use of Hilti Kwik Bolt 1, 2, 3,

and Super (for use in deeper embedment applications). The use of Kwik Bolt 2 and 3 designs

was added after plant construction due to discontinuance of the Kwik Bolt I line by Hilti.

NextEra Energy has performed equivalency evaluations for Kwik Bolt 2 and 3 embedment

depths and spacing requirements to ensure that bolts used to replace Kwik Bolt 1 designs satisfy

existing design strength requirements.

Seabrook Station design basis documents permit the use of Kwik Bolt (1, 2, 3, and Super) sizes

ranging from 0.25 inch to 1.25 inches with minimum embedment depths from 1.125 inches to

13.25 inches, respectively. It should be noted that the Pipe Support Design Guides

(References 9.6.5 and 9.6.6), which provide minimum embedment depths and allowable loads,

provide recommended embedment depths for design purposes that are deeper than the minimum.

For example, a 0.625 inch Kwik Bolt I has a minimum embedment depth of 2.75 inches, with a

recommended embedment depth of 4.5 inches for design purposes. Discussions with plant

personnel indicate that the "design" embedment depths are used whenever possible, although the

minimum embedment depths are used when deeper embedments are not practical.

Drillco Maxi-Bolts

Drillco Maxi-Bolts were permitted for use in pipe supports at Seabrook Station (References 9.6.5

and 9.6.6), although their use has been discontinued and is not permitted in new support designs

(Reference 9.6.4). When permitted, Maxi-Bolts ranging from 0.5 inch to 1.25 inches with

minimum embedment depths from 6 inches to 12.5 inches, respectively, were authorized for use.

Cast in Place Anchors

A wide range of cast in place anchor types are in use at Seabrook Station. The plant employs a

variety of embedded plates and channels anchored with headed studs from several manufacturers

(e.g., Nelson studs, embedded Unistruts, Richmond anchors and inserts and anchor bolts). All of

these anchor types are deeply embedded (typically >6 inches), and designed such that the

limiting failure mechanism is yielding of the ductile steel insert, rather than through failure of the

surrounding concrete. Based on these design similarities, the potential impact of ASR on their

performance is expected to be consistent between designs.

7.1.3 Relevant Concrete Design Information

The compressive strength and depth of reinforcing steel ("cover depth") are both relevant to the

assessment of anchor performance.

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Safety-related structures at Seabrook Station are typically constructed with concrete with a

minimum 28 day compressive strength (f.) of 3,000 psi. Analysis of core samples taken during

original construction (Reference 9.2.11) shows that the actual average compressive strength of

3,000 psi concrete was 4,359 psi with all individual test results at least 3,500 psi.

Reinforcing Steel

The concrete structures at Seabrook Station contain two directional reinforcing steel. Note 23 of

Reference 9.4.5 indicates that typical cover depth (the depth of reinforcing steel) beneath the

concrete surface of safety-related structures at Seabrook Station is 2 inches, with the exception of

the external wall surfaces, which have a cover depth of 3 inches. Based on this, the typical cover

depth in regions of interest for this evaluation (i.e., areas with embedded supports also exhibiting

ASR cracking) is 2 inches. The reinforcing steel is typically in a grid configuration spaced at

12 inches.

7.2 FAILURE MECHANISMS AND DESIGN PHILOSOPHY

This section discusses anchor failure mechanisms and the design philosophy typically used in

anchor design to ensure reliable operation. This information provides the basis for anchor testing

performed as part of this effort to determine the impact of ASR-induced cracking on anchor

performance at Seabrook Station.

7.2.1 Anchor Bolt Failure Modes

The load path due to tensile loading of concrete-embedded anchors loads the steel fastener itself,

the interface between the fastener and concrete, and creates a tension field in the surrounding

concrete. Anchor capacity is typically limited by three general failure modes (Reference 9.1.4):

* Tensile Steel Fastener Failure - Tensile loading results in yielding and eventual failure of

the steel fastener shank. Commonly applied concrete anchor design philosophy is to

embed the anchor sufficiently deep such that tensile failure of the steel fastener is the

limiting failure mode. As discussed above, this practice appears to have been employed at

Seabrook Station in the design of cast-in-place anchors. However, practical limitations

associated with the installation of post-installed anchors often prevent the use of this

approach. As such, many post-installed anchors in service at Seabrook Station appear to

be limited by other failure modes.

" Pullout/Pull-Through - Pullout occurs when the anchor pulls completely out of the hole,

usually accompanied by local crushing of the concrete above the anchor head. Note that

partial pullout of the anchor, followed by failure due to concrete breakout at the shallower

embedment depth is not uncommon. Pull-through is a similar failure mode, occurring

when the anchor shank separates from the expansion clip or sleeve. Note that this failure

mode is only applicable to expansion anchors, such as Kwik Bolts.

" Concrete Breakout - Failure due to propagation of a roughly conical fracture surface in the

concrete, extending from the tip of the anchor to the concrete surface. The angle of the

fracture surface (relative to the surface plane) increases from 350 at shallow embedments

to 45' at deeper embedments.

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7.2.2 Anchor Design Philosophy

Typical anchor design practices encourage anchor designs to have a ductile failure mode, which

is consistent with the strength design philosophy of reinforced concrete in flexure. The anchor

failure mechanism is controlled by requiring yielding of the steel anchor prior to brittle concrete

failure. This design practice permits redistribution of the load to adjacent anchors, providing

greater design margin. Review of relevant design guidance shows that design practices at

Seabrook Station are largely consistent with this philosophy. Most anchorages used at Seabrook

Station (including all cast-in-place anchors) are designed such that brittle concrete breakout

failure is not the limiting failure mechanism. However, review of design drawings and

discussions with plant personnel indicate that, in cases where post-installed anchors were used in

low-load applications (e.g., electrical conduit supports), smaller expansion anchors were

embedded to depths at which the limiting failure mechanism would likely be concrete breakout.

7.3 DESIGN BASIS

The design of safety related concrete structures at Seabrook Station is governed by ACI 318-71

(Reference 9.1.1) which requires that anchorages must be capable of developing adequate

reinforcement strength without damage to the concrete and that their adequacy be demonstrated

with testing (Reference 9.1.1, Section 12.12). In addition, NextEra Energy has committed to the

requirements of IEB 79-02 (Reference 9.7.3) for post-installed anchor design. In accordance

with this commitment, a safety factor of 4 on mean failure load is used for the design of pipe

supports with post-installed anchors. Note that this safety factor is applied to all safety-related

post-installed anchors at Seabrook Station. Review of relevant design documentation indicates

that design practices at Seabrook Station are consistent with these requirements.

Post-installed anchor allowable loads are based on the following:

Hilti Kwik Bolts: The allowable loads for all Kwik Bolts specified for use at Seabrook

Station are based on qualification testing performed by Hilti or a third party (Abbot

Hanks). The tensile load capacities were determined by unconfined tensile testing in

unreinforced test specimens (none of the qualification test reports reviewed noted the

presence of reinforcing steel). Allowable loads are based on the tested mean failure load

with an applied safety factor of four. Note that the qualification test values are based on an

actual compressive strength (fc) of 3,000 psi. Hilti Kwik Bolt design loads used at

Seabrook Station are taken from the following documents:

- Hilti Kwik Bolt 1: Abbot A. Hanks Test Report 8783 R (FP 44412 -

Reference 9.6.8)

- Hilti Kwik Bolt Super: Abbot A. Hanks Test Report 8786 (FP 44412 -

Reference 9.6.8)

- Hilti Kwik Bolt 3: Hilti Product Technical Guide Supplement (FP 100174 -

Reference 9.6.9)

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Hilti Kwik Bolt 2: DRR 92-64 (Reference 9.2.10). The design loads provided in

DRR 92-64 are consistent with those specified in the Hilti Kwik Bolt 2 Technical

Guide (Reference 9.6.10), with a Safety Factor of 4 applied.

Drillco Maxi-Bolt: The Station Pipe Support Design Guidelines (Reference 9.6.6) indicates

that these anchors are embedded to sufficient depth that the failure is limited by tensile

failure of the anchor steel. Review of anchor dimensions and the material specification

shows that the design allowable loads are based on tensile failure of the anchor bolt shank

with a safety factor of 4 applied. While the basis for specified minimum embedment

depths is not provided, scoping calculations indicate that the minimum embedment depths

provide 40% margin between shank tensile failure and theoretical concrete breakout

failure, based on the 450 shear cone method, a commonly used approach during the

Seabrook original construction period.

Cast in place anchors (e.g., Nelson studs or embedded unistrut-type channels) are typically

designed with embedment depths such that the limiting failure mode is ductile failure of the

anchor steel. Note that in the case of cast in place anchors, the applied safety factors are

consistent with vendor recommendation, and are in some cases less than 4.

7.4 TESTING ON ANCHOR PERFORMANCE IN ASR-AFFECTED CONCRETE

MIPR sponsored testing at FSEL at The University of Texas at Austin to determine the impact of

ASR-induced cracking on anchor performance. The testing was supervised by Dr. Richard

Klingner, an expert in concrete anchor design and performance who has authored several

technical reports for the NRC providing guidance on the assessment of anchor performance in

the nuclear industry (e.g., NUREG/CR-5434 and NUREG/CR-5563). Reference 9.2.6

documents the test program and includes the FSEL test report (Reference 9.2.7) as an appendix.

The test program is summarized below.

7.4.1 Description

The objective of the testing was to better understand the performance of post-installed anchors

(both expansion and undercut) under tension when subjected to a range of ASR-induced

cracking. Both the pullout/pull-through and concrete breakout failure mechanisms were

investigated. Ductile steel failure, the third anchor failure mechanism, is not affected by changes

in concrete characteristics.

" Pullout/Pull-Through - Pullout/pull-through capacity is derived from friction at the

concrete-anchor interface in expansion anchors (e.g., Hilti Kwik Bolts). Confined tensile

testing was performed to determine if ASR degradation resulted in local changes in the

concrete properties that reduced the friction at the anchor-concrete interface.

" Concrete Breakout - Concrete breakout capacity is impacted by cracking, which interferes

with the tension field formed at the concrete surface to resist the compression field formed

by tensile anchor loading. It is expected that ASR-induced cracking will impact anchor

behavior similar to cracking due to other mechanisms, which is a well understood

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phenomenon. Unconfined testing was performed to assess the impact of ASR-induced

cracking on concrete breakout capacity.

Test Specimens

The tests completed to date were performed on an existing box girder at FSEL. The lateral faces

of the tested girder where the pullout tests were performed have vertical reinforcement at a depth

of two inches with a spacing of five inches; there was no horizontal reinforcement along the side

faces of the girder. The specified compressive strength of the concrete is 9.5 ksi.

The girder exhibits varying levels of ASR-induced cracking, ranging from levels consistent with

the worst ASR cracking observed at Seabrook Station to cracking much more severe than at

Seabrook Station. The cracking severity was quantified using the Combined Cracking Index

(CCI) method used during the site walkdowns performed as part of this assessment and mapped

to determine appropriate test locations. The horizontal and vertical Cracking Indices were

averaged to obtain the Combined Cracking Index. The CCI was devised to have a single

parameter to characterize the extent of cracking when there are significant differences between

horizontal and vertical CIs due to single direction reinforcement. This approach yields a

conservative result when applying test results to anchors at Seabrook Station.

Control tests were performed on an existing test specimen at FSEL unaffected by ASR. The

unaffected specimen is similar to the test specimen, with 6-inch reinforcement spacing (in one

direction) and a specified compressive strength of 10 ksi (12 ksi tested).

Note that the next phase of the Anchor Test Program includes testing in new test specimens that

more closely match the Seabrook Station concrete strength and reinforcing steel configuration.

Although the concrete mix design for these specimens will produce a similar compressive

strength as the concrete at Seabrook Station, the concrete mix will be specifically designed to

produce significant ASR in just a few months. Anchor testing will be performed at different

times to capture different levels of ASR degradation.

Confined Tension Tests

Pullout behavior was investigated using confined tension tests in which the anchor was extracted

using a center hole ram placed directly against the concrete surface. This method places the

concrete surface in compression, preventing failure due to concrete breakout, and ensuring that

anchor failure is due to pullout/pull-through. Tests were performed on 5/8-inch Hilti Kwik

Bolt 3 anchors, embedded to a depth of four inches. This depth was chosen to be representative

of a typical embedment depth used at Seabrook Station and is shallow enough to ensure that

ductile failure of the anchor shank is precluded. In addition, tests were conducted with anchors

installed with the manufacturer-recommended torque and with reduced torque (approximately 1⁄2/2

manufacturer recommended). The reduced torque tests were performed to assess the impact of

potential in-service loss of preload due to concrete relaxation or ASR.

Thirty six confined tests were conducted:

Ten control tests, performed in new concrete with no ASR; five with full torque and five

with reduced torque.

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" Sixteen full torque tests, conducted in ASR affected concrete with average Combined

Cracking Indices ranging from 0.0 to 18.7 mm/m (significantly beyond the maximum

currently observed level of cracking at Seabrook; which is approximately 2.5 mm/mn)

" Fifteen reduced torque tests, conducted in ASR affected concrete with Combined Cracking

Indices ranging from 1.4 to 4.6 mm/m.

Unconfined Tension Tests

Concrete breakout behavior was investigated using unconfined tension tests, in which the anchor

was extracted using a center-hole ram held away from the surface of the concrete by a test

fixture. Tests were performed on 5/8-inch Hilti Kwik Bolt 3 and Drillco Maxi-Bolts embedded

to a depth of four inches. The depth was chosen to be representative of a typical embedment

depth used at Seabrook Station and is shallow enough to ensure that ductile failure of the anchor

shank is precluded. Note that the control (non ASR affected test specimen) tests for the MaxiBolts were performed at an embedment depth of 3 inches to ensure the failure mode would be

concrete breakout. As test results are normalized against theoretical capacity (a function of

compressive strength and embedment depth), this has no effect on the test results.

Nineteen unconfined tests were conducted, as listed below.

* Eight control tests, performed in new concrete with no ASR; five with Maxi-Bolts and

three with Kwik Bolt 3.

* Nine Maxi-Bolt tests in ASR affected concrete with Combined Cracking Indices ranging

from 2.6 to 10.8 mm/m.

* Two Kwik-Bolt tests in ASR affected concrete.

The scope of the unconfined tests was not as large as that for the confined tests due to issues with

the quality of the concrete in the girder that limited the portion of the girder that was suitable for

testing.

7.4.2 Results

For each test, the anchor load-displacement behavior was recorded and the peak load taken as the

failure load. Complete test results are provided in Reference 9.2.6.

Data Normalization

To account for variations in concrete strength and embedment depth, tensile capacities are

normalized by the best available theoretical prediction of capacity. This is the tensile breakout

capacity predicted by the Concrete Capacity (CC) method, used in current industry design codes,

and accepted by the NRC (NUREG/CR-5563 - Reference 9.1.4).

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Nb f

where:

Nb = Concrete breakout capacity for a single anchor remote from edges (Ibf)

s = 1.0 for cracked concrete: Note that current design codes also provide an uncracked concrete factor (1.4 for expansion anchors, 1.25 for cast-in-place)

which was not used in this evaluation

k = 17 for expansion anchors. Note that this factor, used in design codes, is

conservatively based on 5% fractile, rather than mean failure. To predict mean

failure, the k factor is adjusted by dividing by Fm=0.7. This ratio represents

standard industry practice, and is based on typical sample sizes and

coefficients of variation for breakout test.

c = Specified 28-day concrete compressive strength (psi)

hef = Effective embedment depth (in)

Fm = 0.7; factor to correct from 5% fractile to mean failure. This ratio represents

standard industry practice, and is based on typical sample sizes and

coefficients of variation for breakout test.

Normalized results for the Hilti Kwik Bolt 3 and Drillco Maxi-Bolt are provided in Figure 7-1

and Figure 7-2, respectively. These figures are taken from Reference 9.2.7.

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1.40

Z%

w01.20

0.

2 1.00

0.80 0

0.60

00.40 o

-J

m 0.20

0.00

4- &

X

* AO-KBC

M AO-KBC-RT

A UN-KBC

x UN-KBC-RT

_K AO-KBU

a UN-KBU

0.0 5.0 10.0 15.0 20.0

Combined Cracking Index, mm/m

Figure 7-1. Kwik Bolt 3 Tensile Capacity Results

.,2.00

Z 1.80

cc

wa 1.60 0

1.40

: 1.20

o 1.00

0.80

0.60 o

J 0.40

00.20

0.00

AO-MBU 4 in. Embed

•UN-MBU 3 in. Embed

0.0 2.0 4.0 6.0 8.0

Combined Cracking Index, mmim

10.0 12.0

Figure 7-2. Maxi-Bolt Tensile Capacity Results

Legend Notes:

- The first term (AO or UN) identifies a control (UN) or ASR (AO) test.

- The second term (KBU, KBC, or MBU) identifies the bolt and test type. Kwik Bolt (KB) or MaxiBolt (MB); confined (C) or unconfined (U) test.

- RT identifies a reduced torque test.

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7.4.3 Observations

Review of the test data provided in Figure 7-1 and Figure 7-2 provides the following

conclusions/observations.

Hilti Kwik Bolts

* Confined and unconfined tests at low Combined Cracking Indices are consistent with the

theoretical capacity calculated using the Concrete Capacity (CC) method.

* Confined test results show essentially no loss of pullout/pull-through capacity at Combined

Cracking Indices observed at Seabrook Station (typically less than 2 mm/m, with a

maximum of 2.5 mm/m).

" Unconfined tests are inconclusive due to limited data, although the available data show

that the values are close to the theoretical capacity calculated using the CC method.

Drillco Maxi-Bolts

" Tests at low Combined Cracking Indices show that the actual capacity significantly

exceeds the theoretical capacity calculated using the CC method. This is consistent with a

broad body of test data, which has demonstrated that Maxi-Bolt performance is more

consistent with that of cast-in-place anchors. (This is discussed in Reference 9.2.7 as well

as NUREG/CR-5563; Reference 9.1.4.)

" There is a steady decrease in breakout capacity as the Combined Cracking Index increases.

At Combined Cracking Indices typically observed at Seabrook Station, this loss of capacity

is approximately 12% (CCI=2 min/m) relative to the control specimen capacity. The loss

of capacity (relative to the control specimen) at the highest observed Combined Cracking

Index of 2.5 mm/m is approximately 16%.

7.5 CONCLUSION

Review of the Anchor Test Program scope and results confirms that they are adequately

representative of anchors in service at Seabrook Station and consistent with the current Seabrook

Station design basis. The Hilti Kwik Bolt 3 design is sufficiently similar to previous Kwik Bolt

designs in service at Seabrook Station that it is reasonable to use the Kwik Bolt 3 results when

assessing the performance of other Kwik Bolt designs. The Drillco Maxi-Bolt design tested is in

service at Seabrook Station; additionally it was selected because its behavior is known to be

similar to cast-in-place anchors, such as Nelson studs or Richmond inserts. Review of the test

data in Figure 7-1 and Figure 7-2 shows that the capacity of tested anchors in control or low ASR

specimens was largely consistent with theoretical capacities. While the Seabrook Station anchor

design is based on qualification testing and not capacity calculations, comparison of qualification

test results to the nominal (i.e., low ASR impact) capacities shows that the nominal (low ASR

impact) test results are consistent with values used for design at Seabrook Station.

The FSEL test report (Reference 9.2.7) concludes that anchor capacity decreases slowly as ASRinduced cracking increases and that this is consistent with the impact of anchor behavior due to

any type of cracking. The behavior of anchors in cracked concrete is well understood and is

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accurately predicted with the CC method. A more detailed discussion is provided in

Reference 9.2.7.

Impact of ASR Induced Cracking on Anchor Operability

The test data obtained by FSEL shows that, over the range of Combined Cracking Indices

currently observed at Seabrook Station, there is essentially no reduction in pullout/pull-through

capacity, and a relatively small (approximately 12%) decrease in concrete breakout capacity.

The measured decrease in breakout capacity appears to be predictable and consistent with the

loss of capacity due to general concrete cracking. The behavior of anchors in cracked concrete is

well understood (accurately predicted with the CC method) and accounted for in concrete design

codes. It is concluded that the range of ASR-induced cracking currently observed at Seabrook

Station does not adversely impact the operability of safety related concrete anchors in service at

the plant. This is supported by several significant conservatisms in the Seabrook Station design

basis.

" Design basis allowable loads are based on anchor qualification tests performed in concrete

corresponding to a measured compressive strength of 3,000 psi. While the minimum

specified 28-day compressive strength at Seabrook Station is 3,000 psi, the average tested

strength is 4,359 psi. As concrete breakout capacity is proportional to the compressive

strength squared, the relative increase in average anchor capacity is (4,359/3,000)1/2=1.21

(i.e., a 21% increase).

" Design loads are determined using a Safety Factor of 4; however, a Safety Factor of 2 is

more appropriate when assessing the operability of concrete anchors.

* Many of the anchors in service at Seabrook Station, with the exception of shallowly

embedded Kwik Bolts, have been designed such that concrete breakout is not the limiting

failure mode, which is consistent with the recommended design philosophy in current

nuclear concrete design codes.

- Qualification test results used as the basis for the Kwik Bolt 3 design loads

(References 9.6.9) show that at most embedment depths (except the most shallow),

the initial anchor failure mode is pullout/pull-through, likely followed by breakout at

a reduced embedment. While the margin between pullout (which is not affected by

low ASR crack indices) and breakout can be difficult to quantify, it does represent

significant additional conservatism in the design relative to reduced breakout

capacity.

- Review of the Maxi-Bolt design basis shows that original design basis likely

included a 40% margin between steel failure and concrete breakout at minimum

specified embedment depths.

* As discussed before, the Kwik Bolt design loads were determined by testing samples and

applying a Safety Factor of 4 to the mean failure load. These failure loads are provided in

Appendix B normalized to the theoretical capacity with the same approach used in

normalizing the FSEL test results. The plots of normalized mean failure load versus

embedment depth show a substantial decrease in tested capacity relative to theoretical as

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embedment depth decreases, particularly for the Kwik Bolt I and Kwik Bolt 2 designs. In

the worst case, the tested capacity is approximately 25% of that predicted using the CC

method and applying the factor for cracked concrete. This is likely due to systematic

errors common in older anchor test practices (excerpted from Reference 9.2.7,

Section 8.3.1):

- Testing laboratories often did not correctly account for the effects of overall flexure

on their unconfined test specimens. As a result, results of unconfined tension tests

on deep anchors were conservative.

- Testing laboratories generally did not recognize the difference between cracked and

un-cracked concrete. As a result, their tested values were probably representative of

what we would get today if we tested a group of anchors installed in concrete with

some cracking. Some anchors would coincide with cracks, and others would not.

It appears that the design loads of many Kwik Bolts in service at Seabrook Station are

based on tests that significantly underpredicted their capacity in good concrete, such as

would be expected to be found at Seabrook Station.

7.6 FUTURE ACTIONS

As discussed above, the anchor testing performed to date has been limited to the use of available

existing ASR-affected specimens with a limited number of available test locations. Initial test

results have increased our understanding of the impact of ASR-induced cracking on anchor

performance and provide confidence in the current operability of the Seabrook Station anchors.

Additional testing will be performed to (1) verify applicability of the initial test results to anchor

behavior in concrete more representative of that used at Seabrook Station, (2) better understand

the potential impact of embedment depth on ASR-induced anchor degradation, (3) quantitatively

define the impact of additional ASR-induced cracking on anchor performance relative to the

Seabrook Station design basis, and (4) define action levels relative to Cracking Indices to be used

in the ASR Aging Management Program.

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8

Path Forward

The preceding sections of this report demonstrate that reinforced concrete structures and

anchorages at Seabrook Station are acceptable for an interim period. The fact that it took

decades to manifest the levels of ASR observed at the plant suggests that the degradation rate is

slow. This means that an aging management approach is likely appropriate for ASR degradation

of reinforced concrete structures at Seabrook Station. However, a long-term assessment of the

impact of ASR must be completed, especially for areas of concern in this interim assessment,

before ASR is handled solely as an aging management issue.

The efforts necessary to address the long-term implications of ASR degradation and develop a

solid technical basis for the ASR Aging Management Program are outlined below.

8.1 TESTING PROGRAMS

The testing programs that are underway form the basis for understanding the long-term

implications for the structures and for anchors. These programs will support both a long-term

structural assessment as well as definition of action levels for an aging management program.

These programs are described briefly below. All of the test programs are being conducted at

FSEL with the technical and quality assurance oversight by MPR.

8.1.1 Shear Test Program

The Shear Test Program will establish the shear capacity and flexural stiffness of concrete beams

without shear reinforcement, which have varying levels of ASR degradation. It will also

investigate potential structural modification concepts to restore shear capacity as necessary.

The Shear Test Program will involve testing of large beams designed and fabricated to replicate

the limiting wall in the B Electrical Tunnel. The full-scale beam specimens will model

realistically the structural details germane to the shear behavior in the walls of the B Electrical

Tunnel. The concrete mixture will be as similar as possible to the concrete at Seabrook, with the

provision that the mix be adjusted to provide ASR expansion in a reasonable time period. The

depth of the beam will be consistent with the wall thickness in the B Electrical Tunnel.

The test program will include a control test and two series of tests with ASR-affected concrete.

Each test is described below.

Control-The control test will provide a baseline by which to judge potential reductions in

capacity due to ASR. This test will also be used to quantify the margin available in the

structure that is likely above the capacity calculated using ACI 318-71.

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* Series 1-The Series 1 tests will quantify the impact of ASR on shear strength and flexural

stiffness (El) for multiple levels of ASR degradation. The lowest level of degradation

tested will be similar to that observed in the B Electrical Tunnel; subsequent tests will be

performed at higher levels of degradation.

" Series 2-The Series 2. tests will investigate approaches for restoring structural capacity

should ASR reduce the structural capacity. The levels of ASR investigated in the Series 2

tests will be based on insights from the Series 1 tests.

ASR expansion of the concrete will be assessed by monitoring surface cracking in the concrete

cover, and monitoring the expansion of the "structural core" of the concrete (i.e., the concrete in

the middle of the beam that is constrained by the inner and outer rebar mats). Inspection of the

surface cracking will include measurement of the Combined Cracking Index to allow comparison

to the Combined Cracking Indices determined in ASR walkdowns at Seabrook Station - present

and future.

8.1.2 Lap Splice Test Program

The Lap Splice Test Program will establish the performance of reinforcement anchorage and

flexural stiffness in concrete beams without transverse reinforcement which have varying levels

of ASR degradation. The testing will focus on lap splices, which is the limiting design feature

with regard to reinforcement anchorage. The testing will also investigate potential structural

modification concepts to compensate for apparent degradation of reinforcement anchorage if

necessary.

The Lap Splice Test Program will be very similar to the Shear Test Program. Key differences

between the two programs relate to specimen preparation and how the beams are loaded during

testing. The specimens for the Lap Splice Test Program will include reinforcement lap splices

and will be designed to ensure that reinforcement anchorage will be the limiting failure mode,

whereas the specimens for the Shear Test Program will not include lap splices and will be

designed to ensure that shear is the limiting failure mode. Conduct of the test including the

parameters measured will be nearly identical to the Shear Test Program with the exception of

how the beams are loaded. It will include control tests and two series as outlined above for the

Shear Test Program.

8.1.3 Anchor Test Program

The Anchor Test Program will establish the performance of expansion anchors and undercut

anchors in ASR-affected concrete. The expansion anchors tested will be from the Hilti Kwik

Bolt family, which is a common type of anchor used at Seabrook Station. The undercut anchors

used will be Drillco Maxi-Bolts, which are used in some applications at Seabrook. These

undercut anchor results will provide insights for other types of anchors including embedments

and cast in place anchors.

The Anchor Test Program, which started in December 2011, consists of two test series: Girder

Test Series and Block Test Series.

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" The Girder Test Series uses an existing ASR-affected bridge girder available at FSEL. The

objective of this test series was to obtain data necessary to support assessment of anchors

for the interim period.

" The Block Test Series will use new blocks that are representative of typical wall

configurations at Seabrook Station in terms of concrete strength and reinforcing steel

configuration. The objective of this testing is to study in a more systematic fashion the

impact of ASR on the capacity of anchors. Testing will be performed at different levels of

ASR as the blocks age. The tests will vary embedment depth, installation effort and other

parameters.

ASR expansion of the concrete will be assessed by monitoring surface cracking in the concrete

cover. Inspection of the surface cracking will include measurement of the Combined Cracking

Index to allow comparison to the Combined Cracking Indices determined in ASR walkdowns at

Seabrook Station - present and future.

The initial Girder Test Series is complete. The Block Test Series will commence shortly.

8.2 DEGRADATION RATE

The rate of ASR degradation of the concrete is an important consideration for assessing the longterm implications of ASR and specifying monitoring intervals. The most reliable means for

establishing the degradation rate is to monitor expansion of the concrete in situ. The walkdowns

conducted by MIPR (see Section 3.2) provide a baseline for monitoring expansion of the

structures due to ASR. NextEra Energy will reinspect the selected areas at periodic intervals to

ascertain the change in the Combined Cracking Index, which relates to the bulk expansion due to

ASR. Since the test programs will correlate performance of structures and anchors to Combined

Cracking Indices, the rate of change in the Combined Cracking Index provides a means for

estimating future condition. Per discussions with experts on ASR, it can take two to three years

to obtain a reliable estimate of the rate of expansion.

As discussed in Section 3.1.3, NextEra Energy is initiating residual aggregate reactivity testing

program to assess the relative portion of reactive silica in the remaining aggregate. This testing

is planned for reclaimed aggregate from cores taken in areas with ASR damage and cores taken

in areas without ASR damage (controls). Also new aggregate from the quarry used during

construction will be tested. The results for the three types of specimens will be compared to

obtain a qualitative assessment of the amount of reactive silica remaining (i.e., the relative extent

of reaction). If the specimens made with reclaimed aggregate from areas with ASR expands

little compared to the other specimens, then there is limited potential for additional ASR

expansion at the plant. However, if the specimens with reclaimed aggregate from areas with

ASR expand similar to the other specimens, then additional expansion is likely unless the

amount of alkali in the pore solution is limiting.

8.3 LONG-TERM ASSESSMENT OF IMPACT OF ASR

The long-term impacts of ASR on plant structures and concrete anchors will be assessed using

the results from the test programs described above, with consideration of the potential for

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additional ASR expansion in the future. Ultimately, the presence of ASR in concrete structures

at Seabrook Station will be reconciled with the plant's design basis calculations.

8.4 AGING MANAGEMENT PROGRAM ACTION LEVELS

The ASR Aging Management Program will include periodic monitoring of plant structures to

trend the progression of ASR degradation and to identify when degradation has reached a level

requiring action. Action levels will be derived from the test programs described above. These

action levels will be based on the observed Combined Cracking Index as this is the parameter

being monitored at the plant and the correlating parameter for the testing. When an action level

is reached, NextEra Energy will need to take additional action to ensure the given structure or

anchors can satisfy their required design basis loads. The additional action may be review of

design calculations to ensure there is sufficient margin to accommodate ASR degradation, or

potentially plant modifications. The Shear and Lap Splice Test Programs include test series to

investigate and qualify modification concepts.

MPR-3727 8-4

Revision I

Page 77 of 182
9

References

9.1 CODES AND STANDARDS

9.1.1 ACI 318-71, "Building Code Requirements for Reinforced Concrete," American

Concrete Institute, 1971.

9.1.2 ACI Committee 408, "Bond and Development of Straight Reinforcing Bars in Tension,"

(ACI 408R-03), Farmington Hills: American Concrete Institute, 2003.

9.1.3 ACI 318-11, "Building Code Requirements for Structural Concrete and Commentary,"

American Concrete Institute, 2011.

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

9.1.5 ACI 221 .R, "Report on Alkali-Aggregate Reactivity," American Concrete Institute, 2008.

9.2 REPORTS

9.2.1 Simpson, Gumpertz, & Heger Report RPT-100502 (-1, -2, -3, and -4), "Petrographic

Examination of Concrete Wall Core Samples from B Electrical Tunnel at the Seabrook

Nuclear Station, Seabrook, NH," dated August 4, 2010. (Seabrook FP No. 100581)

9.2.2 Miller Engineering & Testing letter for Project No. 10.027.NH, Lab No. L 100191, dated

June 2, 2010. (Seabrook FP No. 100572)

9.2.3 Simpson, Gumpertz & Heger Report RPT-100502 (-5), "Compression Modulus Testing

of Cores," dated September 21, 2010. (Seabrook FP No. 100584)

9.2.4 Wiss, Janney, Elstner Associates, Inc. letter dated November 30, 2011, "Compressive

Strength Testing of Concrete Cores; Seabrook Station, NI - Project No. 0326-0058-13;

WJE Project No. 2011.4688." (Seabrook FP No. 100661)

9.2.5 Simpson, Gumpertz, & Heger Report RPT-100502.02 (-1, -2, -3, -4, -5, -6, -7, -8, -9, -

10), "Petrographic Examination and Analysis of Hardened Concrete," dated July 1, 2011.

(Seabrook FP No. 100636)

9.2.6 MPR-3722, "Strength Testing of Anchors in Concrete Affected by Alkali-Silica

Reaction," Revision 0. (Seabrook FP No. 100718)

MPR-3727 9-1

Revision 1

Page 78 of 182
9.2.7 Ferguson Structural Engineering Laboratory Test Report, "Performance of Post-Installed

Anchors in Existing ASR-Affected Concrete," dated April 12, 2012. (Included as

Appendix C in MPR-3722)

9.2.8 Simpson, Gumpertz, & Heger Report RPT-100502-11, "Compression Modulus Testing

of Cores," dated July 27, 2011. (Seabrook FP No. 100635)

9.2.9 MPR-3704, "Summary of Alkali-Silica Reaction Walkdown Results," Revision 1,

April 2012. (Seabrook FP No. 100705)

9.2.10DRR 92-64, Hilti Kwik-Bolt II, Rev. 0.

9.2.11 Foreign Print 100348, "Statistical Analysis - Concrete Compression Test Data,"

Revision 0.

9.3 CALCULATIONS

9.3.1 SGH Calculation No. 110594-CA-01, "Field Investigation," Revision 0. (Seabrook FP

No. 100700)

9.3.2 SGH Calculation No. 1 10594-CA-02, "Laboratory Testing and Data Analysis -

Determination of Material Properties of ASR-Affected Concrete," Revision 0. (Seabrook

FP No. 100696)

9.3.3 SGH Calculation No. 110594-CA-03, "Three Dimensional Dynamic Analysis of

Containment Enclosure Building," Revision 0. (Seabrook FP No. 100714)

9.3.4 SGH Calculation No. 110594-CA-04, "Static Finite Element Analyses and Study on ASR

Impact on the Containment Enclosure Building," Revision 0. (Seabrook FP No. 100715)

9.4 DRAWINGS

9.4.1 Drawing I-NHY-300228, "Conduit System - Notes & Typ. Details," Revision 31.

9.4.2 Drawing l-NHY-300229, "Cable Tray Systems - Notes & Typ. Details," Revision 25.

9.4.3 Drawing 1-NHY-504606, "I&C Instrumentation Supports - Volume 1, "Revision 0.

9.4.4 Drawing 1-NHY-504607, "I&C Instrumentation Supports - Volume 2, "Revision 0

9.4.5 Drawing 9763-F- 101842, "Concrete General Notes & Reinforcing Splice Lengths,"

Revision 14.

MPR-3727 9-2

Revision I

Page 79 of 182
9.5 TECHNICAL PAPERS

9.5.1 "Structural Implications of ASR: State of the Art," Bayrak, 0., February 2012.

(Seabrook FP No. 100697)

9.5.2 "Perspectives on ACI 318-71," Bayrak, 0. March 2012. (Seabrook FP No. 100717)

9.5.3 Farny & Kosmatka, "Diagnosis and Control of Alkali-Aggregate Reactions in Concrete,"

Portland Cement Association, 1997.

9.5.4 "Report on the Diagnosis, Prognosis, and Mitigation of Alkali-Silica Reaction in

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

Administration, January 2010, Report Number FHWA-HIF-09-004.

9.5.5 "Structural Effects of Alkali-Silica Reaction: Technical Guidance on the Appraisal of

Existing Structures," Institution of Structural Engineers, July 1992.

9.5.6 ORNL/NRC/LTR-95/14, "In-Service Inspection Guidelines for Concrete Structures in

Nuclear Power Plants," December 1995.

9.5.7 Fournier, B.; Berube, M.A.; Thomas, M.D.A.; Smaoui, N. and Folliard, K.J., "Evaluation

and Management of Concrete Structures Affected by Alkali-Silica Reaction: A Review."

Ottawa: CANMET Materials Technology Laboratory, Natural Resources Canada, 2004.

Report Number MTL 2004-11.

9.5.8 Chana, P.S. "Bond Strength of Reinforcement in Concrete Affected by Alkali-Silica

Reaction," Crowthorne: Transport and Road Research Laboratory, Department of

Transport, 1989, Contractor Report 141.

9.5.9 Ahmed, T.; Burley, E. and Rigden, S. "The Static and Fatigue Strength of Reinforced

Concrete Beams Affected by Alkali-Silica Reaction," ACI Materials Journal Vol. 95

No. 4 (1998): 376-388.

9.5.10 den Uijl, J.A. and Kaptijn, N. "Structural Consequences of ASR: An Example of Shear

Capacity," Heron Vol. 47 No. 2 (2002): 125-139.

9.6 SEABROOK SPECIFICATIONS, DESIGN GUIDES, AND MANUALS

9.6.1 Seabrook Station Updated Final Safety Analysis Report, Revision 14.

9.6.2 Seabrook Station Standard No: 9763-006-14-1, "Specification for Furnishing, Detailing,

Fabricating, and Delivering Reinforcing Bars," Revision 10.

9.6.3 Seabrook Station Standard No: 9763-006-69-7, "Specification for Standard Concrete

Mixes," Revision 2.

9.6.4 Engineering Design Standard 36260," Pipe Support Qualification," Revision 1.

MPR-3727 9-3

Revision 1

Page 80 of 182
9.6.5 Foreign Print 18558, "UE&C Pipe Support Design Guidelines," Revision 1 plus changes.

9.6.6 Foreign Print 18559, "UE&C Additional Information for Pipe Support Design

Guidelines," Revision I plus changes.

9.6.7 "UE&C Technical Guide for the Design & Analysis of the Electrical Conduit System,

Revision 1.

9.6.8 Foreign Print 44412, "Hilti Anchor and Fastener Design Manual," Revision 0.

9.6.9 Foreign Print 100174, "Hilti Kwik Bolt 3 Product Technical Guide," Revision 0.

9.6.10 H-437C, "Hilti Fastening Technical Guide, April 1991.

9.7 OTHER REFERENCES

9.7.1 MPR Document 0326-0058-06, "Scope for Alkali-Silica Reaction Walkdowns,"

Revision 1, dated February 3, 2012. (Seabrook FP No. 100642)

9.7.2 MPR Document 0326-0058-02, "Procedure for Alkali-Silica Reaction Walkdowns and

Assessment Checklist," Revision 2, dated January 13, 2012. (Seabrook FP No. 100641)

9.7.3 IE Bulletin 79-02, "Pipe Support Base Plate Designs Using Concrete Expansion

Anchors," Revision 2.

9.7.4 Winter, N., Understanding Cement: An introduction to cement production, cement

hydration and deleterious processes in concrete, 2009.

9.7.5 Hobbs, D., Alkali-silica reaction in concrete, 1988.

9.7.6 R. W. Clough & J. Penzien, "Dynamics of Structures," McGraw Hill, 1975.

9.7.7 AR 581434, "Reduced Concrete Properties Below Grade In 'B' Electrical Tunnel

Exterior Wall," Revision 0.

9.7.8 AR 01664399, "Reduced Concrete Modulus Of Elasticity Below Grade In Containment

Enclosure Building, RHR Equipment Vaults, EFW Pumphouse, And Diesel Generator

Fuel Oil Tank Rooms," Revision 0.

MPR-3727 9-4

Revision I

Page 81 of 182
A

Structural Component Calculations

This appendix contains MPR Calculation 0326-0058-63, "Review of Structural Calculations for

ASR-Affected Structures," Revision 1.

MPR-3727 A-1

Revision I

Page 82 of 182
MPR Associates, Inc.

WMPR 320 King Street

Alexandria, VA 22314

CALCULATION TITLE PAGE

Client:

NextEra Energy Seabrook, LLC Page 1 of 22

plus App. A-L

Project: Task No.

Seabrook ASR Evaluation 0326-1105-0058-03

Title: Calculation No.

Review of Structural Calculations for ASR-Affected Structures

0326-0058-63

Preparer / Date Checker / Date Reviewer & Approver / Date Rev. No.

J. L. Hibbard K. Gantz

Sections 1-3, 5 & 6 and Sections 1-6, App. A, D, E,

App. A & J F, I, J, K, & L R . Bayrak

May 23, 2012 May 23, 2012 Reviewer, May 23, 2012

K. Gantz R. Maisel R. B. Keating

App. B, C, G, & H App. B, C, G, & H Reviewer & Approver

May 23, 20.12 May 23, 2012 May 23, 2012

R. Maisel

App. D, E, F, I, & K

May 23, 2012

R. Vayda

Section 4 & App. L

May 23, 2012

QUALITY ASSURANCE DOCUMENT

This document has been prepared, checked, and reviewed/approved in accordance with the QA requirements of

1OCFR50 Appendix B and/or ASME NQA-1, as specified in the MPR Nuclear Quality Assurance Program.

MPR-QA Form QA-3.1-1, Rev. 2

Page 83 of 182
*MPR MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

RECORD OF REVISIONS

Calculation No.

0326-0058-63

Prepared By

Description

0 All Initial Issue

1 1, 2, 6-8, 13-16,

18-20, A-1, A-6,

B-I, B-4, C-i,

C-2, C-4 through

C-6, D-1, D-5,

E-1, E-2, E-3, E-7,

E-8, F-I, F-2, F-4,

G-I, H-I, I-1, 1-4, J-1, K-1, L-1

through L-5, all

pages are reissued

as Rev. 1

The calculation was revised to incorporate the following changes:

" Editorial and grammatical changes, where necessary.

" Page 16 - Deleted statement that the Containment Enclosure Building

has a combined cracking index greater than 1.5 mm/m.

" Page 18 - Corrected documented acceptance criteria for lap splice and

embedment lengths, differentiating between the size of rebar present.

This change did not affect the review procedure or results, and was

only for clarification.

* Page 19 - Clarified margin acceptance criteria.

" Page 20 - Clarified that verification of the completeness of the

reviewed calculations in addressing all applicable ACI Code

requirements was not performed as part of the review.

" Page C-I - Corrected table references.

" Pages C-2, C-4, and C-5 - Updated anticipated margin for the

out-of-plane shear evaluation of the West wall of CBST1.

" Pages E-2 and F-2 - Corrected the table headings (incorporated

pen-and-ink changes from Revision 0 of the calculation).

" Page K-i - Clarified the location of the North wall that was reviewed.

" Pages L-3 and L-5 - Clarified the difference between the reduction in

capacity and the effect on margin.

All of the aforementioned changes did not have any impact on the

conclusions presented in the Revision 0 version of the calculation. The only

numerical result that changed was the anticipated margin for the out-of-plane

shear evaluation of the West wall ofCBSTI. The anticipated margin

increased slightly in this area compared to that reported in the Revision 0

version.

All changes are indicated with revision bars.

Note: The revision number found on each individual page of the calculation carries the revision

level of the calculation in effect at the time that page was last revised.

MPR QA Form QA-3.1-2, Rev. 0

Page 84 of 182
MPR Associates, Inc. UM PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 3

0326-0058-63 % (,-"L"/' ., ' c " Revision: 1

Table of Contents

1,0 Purpose ......................................................................................................... 5

2.0 Summary .......................................................................................................... 7

3,0 Assumptions ................................................................................................... 12

3.1 Assumptions that Require Verification ................................................................ 12

3.2 Assumptions with a Basis ...................................................................................... 12

4.0 ASR Structural Concerns and Screening Criteria ....................................... 12

4.1 ASR Structural Concerns ...................................................................................... 12

4.2 Reinforcement Lap Splices and Embedment ......................................................... 14

4.3 O ut-of-Plane Shear ............................................................................................... 15

5.0 Approach ........................................................................................................ 16

5.1 B uildings and Locations ....................................................................................... 16

5.2 Scope of R eview .................................................................................................... 17

5.3 Identification of Analysis Conservatism and Documentation .............................. 19

5.4 Items Not Included in the Review ....................................................................... 20

6.0 References ..................................................................................................... 21

A RHR Vault, Various Rooms .......................................................................... A-1

B Emergency Feedwater Pumphouse, Room EFST1 ..................................... B-1

C Electrical Tunnel 'B', Room CBST1 ............................................................ C-1

D RCA Tunnel, Unit I Tunnels ....................................................................... D-1

E Diesel Generator Building, Room DGI02 ................................................... E-1

F. Primary Auxiliary Building, Room PB205 ................................................... F-1

G Primary Auxiliary Building Mechanical Penetration, Room MFI02 .......... G-1

H Electrical Tunnel 'B" Room EFI01 .............................................................. H-1

I MSIFW Pipe Chase (East), Exterior ............................................................... I-1

J Cooling Tower, Unit I Exterior ................................................................... J-1

MPR QA Form: QA-3.1-3, Rev. 0

Page 85 of 182
MPR Associates, Inc.

* M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 4

0326-0058-63 ý (,,. - - Revision: I

K

L

Service Water Pumphouse, Exterior .......................................................... K-1

Implementation of Reinforcement Embedment Criterion .......................... L-1

MPR QA Form: QA-3.1-3, Rev. 0

Page 86 of 182
MPR Associates, Inc.

WMPR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 5

0326-0058-63 ... - Revision: 1

1.0 PURPOSE

This calculation documents a review of design basis calculations for selected Seabrook buildings

that are affected by Alkali Silica Reaction (ASR). The review:

* Documents the margin in the design basis calculation for each evaluation of the building in

the ASR-affected areas.

* Identifies the evaluations that are adversely affected by ASR degradation of the concrete.

This assessment is based on ASR effects on performance of reinforced concrete in a

structure as discussed in Section 4.0.

* Identifies analysis options that could be employed to increase the margin in evaluations

that are adversely affected by ASR degradation of the concrete. These options were only

identified when the documented margin was less than the anticipated degradation in

concrete performance from ASR. The anticipated reduction in concrete performance was

based on the criteria for ASR-affected structures from Section 4.0. Scoping calculations

were used to estimate the margin that would exist after reanalysis with unnecessary levels

of conservatism removed.

" Identifies evaluations that may not have sufficient margin, even with unnecessary analysis

conservatisms removed.

Calculations for eleven ASR-affected areas were reviewed as part of this effort. The eleven

areas were selected to represent a reasonable sampling of the ASR-affected regions of most

concern for plant operability. In addition, the buildings with the worst ASR based on the

walkdown assessments were included in the review. Thus, the eleven areas selected for the

review are a biased selection that increases the probability of identifying issues related to ASR

effects on plant structures. Table 1-1 identifies these building locations and the corresponding

design basis calculations that were reviewed. The specific reference and revision of each

calculation that was reviewed are identified in Section 6.0.

MPR QA Form: QA-3.1-3, Rev. 0

Page 87 of 182
MPR Associates, Inc.

*M PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 6

0326-0058-63 ý ., , ,o, Revision: I

Table 1-1. Building Locations with ASR in the Review

Structure Elevation Room Structural Components of Reference

Number Concern Calculation

RHR Vault -61 ft. up to Various All Walls PB-30 -16 ft.

Emergency Feedwater -26 ft. up to EFST1 North and East Walls EF-4

Pumphouse grade (20 ft.)

Electrical Tunnel B' -20 ft. to 20 CBST1 North, East, and West Walls CD-20, ft. and Floor Slab C-S-1-10159

RCA Tunnel Oft. & 5 ft. Unit 1 NE Wall @ El. 0' & All SG-1, CD-10, Tunnels Cored Walls WB-69

Diesel Generator Building -16 ft. DG102 East Wall CD-18

Primary Auxiliary Building -6 ft. PB205 South Wall, East Wall PB-20, WB-82 _________ (SouthPortion) ________

Primary Auxiliary Building -34 ft. MF102 North Wall (Column near EM-31

Mechanical Penetration NE corner of room)

Electrical Tunnel 'B' -20 ft. EF101 North and South Walls and Floor Slab EF-4, EF-1

MS/FW Pipe Chase Above

Grade Exterior East Wall EM-1 9 (East) (> 20 ft.)

Above Unit 1 South Wall & North Pipe

(>C20 ft.) Exterior Chase Bump out CT-53, CT-28

Service Water Above E North Wall of SW Bump out CW-29,

Pumphouse Grade Exterior & South Wall SBSAG-1 MA (> 20 ft.)

MPR QA Form: QA-3.1-3, Rev. 0

Page 88 of 182
MPR Associates, Inc. *M PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 7

0326-0058-63 4Lc 11.. )',:---f ,•. Revision: 1

2.0 SUMMARY

Detailed results of the calculation reviews are provided in Appendices A through K. A summary

of the review results is provided in Table 2-1.

This review addressed eleven buildings/rooms. Of these, six buildings/rooms were shown to

have sufficient margin (either documented in the design basis calculations or after potential

removal of unnecessary conservatism included therein) to accommodate potential degradation of

the concrete by ASR. These buildings/rooms are identified in Table 2-1. Five buildings/rooms

have at least one evaluation for which the margin in the calculation is not sufficient for the

potential degradation of the concrete by ASR, even with reanalysis to remove unnecessary levels

of conservatism. These buildings/rooms are also identified in Table 2-1. The specific

evaluations with insufficient margin to accommodate concrete degradation due to ASR are

identified in Table 2-2 through Table 2-6.

These results are based on a review of the design basis calculations and recovery of margin that

is available in analysis space. The results do not address margin that can potentially be

recovered through other avenues, such as from anticipated full-scale structural testing.

The potential conservatism in the structural calculations is an estimate based on scoping

evaluations. MPR provided informal checks of these estimates to assure they were reasonable.

These scoping calculations are not included in this calculation and the margin recovery estimates

are not QA results. The identification of conservatism is an estimate of the likely margin that

could be obtained if the design basis calculation were revised.

MPR QA Form: QA-3.1-3, Rev. 0

Page 89 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 8

0326-0058-63 J . ) ,•,, - Revision: 1

Table 2-1. Summary of Review

Structure Evaluated Locations with ASR Appendix Results of

Calculation Review

All Walls

RHR Vault -61 -61 ft. ft. to -16 ft. A See Table 2-2

Emergency Feedwater North and East Walls, -26 ft. to B See Table 2-3

Pumphouse, EFST1 grade (20 ft.)

Electrical Tunnel 'B', CBST1 North, East, and West Walls and No Evaluations of Floor Slab, -20 ft. to 20 ft. C Concern for ASR

RCA Tunnel, Unit 1 Tunnels NE Wall @ Elev. 0' & All Cored D See Table 2-4 Walls

Diesel Generator Building, East Wall, -16 ft. E See Table 2-5

DG102

Primary Auxiliary Building, South Wall, East Wall (South F No Evaluations of

PB205 Portion), -6 ft. Concern for ASR

Primary Auxiliary Building North Wall (Column near NE G No Evaluations of

Mechanical Penetration, MF102 corner of room), -34 ft. Concern for ASR

Electrical Tunnel 'B', EFl 01 North and South Walls and Floor H No Evaluations of

ElectrcalTunel_'_,_EF10 Slab1, -20 ft. Concern for ASR

MS/FW Pipe Chase (East), No Evaluations of

Exterior East Wall, above grade (> 20 ft.) I Concern for ASR

Cooling Tower, Unit 1 Exterior South Wall & North Pipe Chase See Table 2-6 Bump out, above grade (> 20 ft.)

Service Water Pumphouse, North Wall of SW Bump out & No Evaluations of

Exterior South Wall, above grade K Concern for ASR Exterior _________________(> 20 ft.) ConcernforASR

' The floor slab for 'B' Electrical Tunnel was not included in this review. The design basis calculation was not

available.

MPR QA Form: QA-3.1-3, Rev. 0

Page 90 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 9

0326-0058-63 (,.-90.. . ):. -;.,Q • -- Revision: 1

Table 2-2. RHR Vault, Various Rooms

Evaluations Without Sufficient Anticipated Margin

ASR Location: All walls, -61 ft. to -16 ft.

Appendix: A

Wall Evaluation ASR Effect Documented Margin after Required

Margin (%) Recovering Margin

Conservatism Considering (%) Potential ASR

Degradation ____ ___ ___ _ ___ __ ___ __ _ ___ ___(%)

El. -45' Out of Plane Concrete

4' ext. wall Shear Shear Reud25 Capacity 24% 24% 25%

Reduced 25%

Table 2-3. Emergency Feedwater Pumphouse, Room EFST1

Evaluations Without Sufficient Anticipated Margin

ASR Location: North and East Walls, Below Grade, Elev. -26 ft. to 20 ft.

Appendix: B

Wall Evaluation ASR Effect Documented Margin after Required

Margin (%) Recovering Margin

Conservatism Considering

(%) Potential ASR

Degradation

(%)

Vertical

Reinforcement Embedment &

East for In-Plane Splice Length 4.4% 6% 17%

Moment El. 0' Increased 17%

to 27'

MPR QA Form: QA-3.1-3, Rev. 0

Page 91 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 10

0326-0058-63 J (.." Q ) ,- (j/•i"• Revision: 1

Table 2-4. RCA Tunnel

Evaluations Without Sufficient Anticipated Margin

Unit 1 North End of East Wall and Core Bore Locations RCAW 1-4

Appendix: D

ASR Location:

Wall Evaluation ASR Effect Documented Margin after Required

Margin (%) Recovering Margin

Conservatism Considering (%) Potential ASR

Degradation ____ ___ _ ___ _ ___ ___ _ _ ___ ___(%)

Vertical Reinf: Embedment &

NE Corner of Flexure and Splice Length 18% 18% 40%

Tunnel Increased

Compression 40%

Embedment &

NE Corner of Horizontal Splice Length 39% 39% 40%

Tunnel Reinf: Shear Increased

40%

West Wall Embedment &

(Control Bldg) Flexure and Splice Length 18% 18% 40% - Core Bore Tension Increased

RCAW-1&2 40%

Table 2-5. Diesel Generator Building, Room DG102

Evaluations Without Sufficient Anticipated Margin

ASR Location: East Wall - Elev. -16 ft.

Appendix: E

Wall Evaluation ASR Effect Documented Margin after Required

Margin (%) Recovering Margin

Conservatism Considering

(%) Potential ASR

Degradation

(%)

Embedment &

East Flexure Splice Length 5.3% 10% 17%

Increased 17%

MPR QA Form: QA-3.1-3, Rev. 0

Page 92 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: !1

0326-0058-63 J , , ' Revision: 1

Table 2-6. Cooling Tower

Evaluations Without Sufficient Anticipated Margin

ASR Location: Unit 1 South Wall and North Pipe Chase Bump Out Exterior Above Grade

Appendix: J

Wall Evaluation ASR Effect Documented Margin after Required

Margin (%) Recovering Margin

Conservatism Considering

(%) Potential ASR

Degradation

(%)

Horiz. reinf.

South, El. 32 for in-plane Embedment &

to 39', Cols. shear, Splice Length 2% 14% 17%

A-D bending, and Increased 17%

tension

Concrete Shear

South, El. -8 Out of plane Capacity 7% 7% 25%

to 21' shear Reducd 25% Reduced 25%

Embedment & South, Vert. reinf. for Splice Length -2.5%2 -2.5% 17%

El. 21 to 45' bending Increased 17%

p. % p. %

34 5.0 34 5.0

South, El. Vert. reinf. for Embedment & 35 6.3 35 6.3

>50', Cols. D- bending and Splice Length 35 8.9 35 8.9 17%

K tension Increased 17% 36 8.9 36 8.9

37 8.9 37 8.9

38 11 38 11

2 This result is for the worst case finite element for the wall being evaluated.

MPR QA Form: QA-3.1-3, Rev. 0

Page 93 of 182
MPR Associates, Inc. SM PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: 12

0326-0058-63 J (.L.-.Q " Revision: 1

3.0 ASSUMPTIONS

3.1 Assumptions that Require Verification

Calculation WB-82 (Reference 1.6) was reviewed to determine the documented margin for the

South Wall of Room PB205 of the Primary Auxiliary Building. However, the problem statement

for calculation WB-82 states that the calculation applies to Unit 2 only. The applicability of this

calculation to Unit 1 must be verified.

3.2 Assumptions with a Basis

1. The screening criterion for lap splices was established based on References 4 and 5, and is

based in part on test data from Reference 8. The test data for lap splices discussed in

Reference 8 are for No. 5 bar, while the reinforcement bar size at Seabrook is larger,

typically No. 8 or larger. In addition, the test protocol in Reference 8 was direct pull out of

reinforcement from test blocks, which produces different structural behavior compared to

lap splices in a wall (Reference 10). It is assumed that the test data of Reference 8

provides a reasonable estimate of the lap splice performance in the Seabrook buildings,

though, based on the differences between the test samples and the Seabrook structures, the

test data is expected to be conservative. Accordingly, the screening criterion is viewed as a

reasonable best-engineering estimate in the absence of direct data.

2. The screening criterion for out-of-plane shear was established based on References 4 and

5, and is based in part on test data from Reference 9. The test data for shear discussed in

Reference 9 is for 5 in. by 3 in. beams. The test specimens are smaller in size than the

walls of the Seabrook buildings. It is assumed that the test results of Reference 9 provide a

reasonable estimate of the performance of the walls of the Seabrook buildings with

transverse shear. This is expected to be a conservative assumption. Accordingly, the

screening criterion is viewed as a reasonable best-engineering estimate in the absence of

direct data.

4.0 ASR STRUCTURAL CONCERNS AND SCREENING CRITERIA

4.1 ASR Structural Concerns

Reference 4 discusses the structural implications of ASR. Table 4-1 is a summary of the results

provided in Table 4 of Reference 4. Table 4-1 lists limit states, e.g., shear and flexure, and the

effect of ASR on strength. The last column of Table 4-1 is an assessment of whether the limit

state and the potential loss of strength is a concern for the Seabrook Station. The rationale for

this judgment is provided in the footnotes to the table.

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Table 4-1. Assessment of Limit State Effects

on ASR-Affected Structures

Limit State Lower Bound Concern for

Effect of ASR Seabrook

Buildings?

Axial Compression Moderate loss of strength: No'

up to 18% loss

Flexure No significant loss of strength or No 2

stiffness: up to 7% loss

with transverse No significant loss of strength or No

reinforcement stiffness: more than 16% gain One-Way Shear

without transverse High variability among similar

reinforcement specimens: up to 25% loss

Two-Way Shear No significant loss of strength or No2

stiffness: up to 9% loss

with transverse No significant loss of strength or No2

Reinforcement reinforcement stiffness: up to 10% loss

Anchorage without transverse Significant loss of strength of 40%3

reinforcement I Yes

Notes:

1. Axial compression is a concern for columns in compression or for walls in compression with high

compression relative to the applied flexure loads, i.e., on the interaction diagram, failure would

occur in the compression-controlled region. This requirement is not applicable to Seabrook

structures. This was confirmed by the detailed reviews in Appendices A-K. There are no column

compression evaluations in the areas affected by ASR and the flexure evaluations for walls in

compression are governed by the tensile limits for the reinforcement, i.e., on the interaction

diagram, failure would occur in the tension-controlled region.

2. The lower bound loss of strength is minor. Average loss of strength, as reported in the text of

Reference 4, is less than the lower bound loss of strength. For this operability assessment, it is

reasonable to use no loss of strength for this limit state.

3. Average loss of strength (Reference 8).

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Conclusions from Table 4-1 are:

I o ASR has potential to reduce the strength of reinforced concrete at locations of

reinforcement lap splices and at locations of reinforcement straight bar embedment (i.e.,

embedments without hooks) in areas where a three-dimensional reinforcement cage is not

provided. Sufficient length is required in the reinforcement lap splice length and in the

embedment length to fully develop the strength of the reinforcing steel.

0 ASR has the potential to reduce the strength of the concrete to resist out-of-plane shear

loads in areas where a three-dimensional reinforcement cage is not provided.

* ASR has no significant effects on flexure, one-way shear with transverse reinforcement,

two-way shear, and reinforcement anchorage with transverse reinforcement.

ASR effects on compression are not a consideration for the Seabrook buildings included in this

review.

Sections 4.2 and 4.3 below include descriptions for the development of screening criteria for the

calculation reviews specific to reinforcement anchorage without transverse reinforcement and

one-way shear without transverse reinforcement, respectively. The screening criteria are used in

the calculation reviews to sort shear and reinforcement anchorage evaluations into those of

potential concern and those that, are not a concern. The screenin g criteria are developed using

the strength reductions from Table 4-1 and conservatism in ACI acceptance criteria as discussed

in Reference 5.

4.2 Reinforcement Lap Splices and Embedment

Strength reductions of 40% for reinforcement lap splices in ASR-affected concrete are identified

in Table 4 of Reference 4 and in Reference 8. This is the average strength reduction, which is

appropriate for this operability assessment. This potential reduction is based on reinforcement

pullout testing in concrete without transverse reinforcement as described in Reference 8. The

potential lap splice strength reduction of 40% is likely conservative because the reinforcement

pullout testing specimens in Reference 8 used a low or moderate concrete cover-to-bar-diameter

ratio relative to Seabrook, and therefore is expected to provide lower strength results. The

experimental study in which 40% anchorage strength reduction was measured employed No.5

bars. These results are applied to the generally larger reinforcement bars at the Seabrook Station

(see Assumption 1 in Section 3.2).

Conservatism in the ACI Code equations for reinforcement lap splice strength of 23% is

documented in ACI Code Committee reports per Reference 5 for reinforcement size No. 7 and

3 ACI Code is used throughout this calculation to refer to ACI 318-71 (Reference 3).

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greater. This conservatism is applicable for elements with two-dimensional rebar, i.e., no

transverse reinforcement. The lower bound of the data is what forms the basis for ACI 318-71

code requirements. For this operability assessment, the use of the average value of 23% is

appropriate.

Based on References 4 and 5, a criterion of 17% is justified for reinforcement lap splices for

reinforcement size No. 7 and greater. 4 This is the potential reduction in strength of

reinforcement lap splices and reinforcement anchorage due to ASR.5 This is the criterion that

was used in this review to screen reinforcement lap splice evaluations into those of potential

concern and those that are not of concern.

Lap splice length and embedment length are important to three types of evaluations:

(1) reinforcement to carry bending moments, (2) reinforcement to carry in-plane shear loads, and

(3) for minimum reinforcement requirements. 6 These are the evaluations that are flagged in this

review for further scrutiny.7

4.3 Out-of-Plane Shear

Potential strength reductions of up to 25% for out-of-plane shear in ASR-affected concrete are

identified in Table 4 of Reference 4. This potential reduction is based on testing of 5" x 3"

concrete prisms without transverse reinforcement (Reference 9). The results of the testing had

high variability with a maximum enhancement of shear strength of 12% and a maximum

reduction of 25%. The potential out-of-plane shear strength r'eduction of 25% is conservative

because it is the maximum reported reduction in the test program. Thoughthe test specimens are

smaller in size than the walls at Seabrook, the test results are used to develop screening criteria

for the Seabrook buildings (see Assumption 2 in Section 3.2).

Conservatism in the ACT Code equations for shear strength of approximately 50% is documented

in ACI Technical Committee reports per Reference 5. This conservatism is applicable for

elements with rebar in two directions, i.e., no transverse reinforcement, and with wall thickness

24" or less. The lower bound of the data is what forms the basis for ACI 318-71 code

4 For reinforcement sizes No. 6 and smaller a 40% reduction in strength is used as the screening criterion.

5 The criterion of 17% is the arithmetic sum of +23% (ACI Code conservatism) and -40% (ASR reduction in

strength). The ACI 318-71 equations are not linear and can require an iterative approach. A scoping analysis

determined that using the sum of the two considerations is more conservative than comparing the two considerations

through the ACI design equations (Appendix L). 6 The review assures that lap splices and anchorage for minimum reinforcement are adequately sized, considering

possible degradation in strength of lap splices or anchorage from ASR. For walls, the minimum reinforcement is

primarily for shrinkage, thermal expansion, and serviceability concerns. If the splices are not appropriately sized to

carry these loads, the splices could be compromised and the splices could not then carry design basis loads.

7 The straight length of rebar hook embedments is not impacted by ASR. The hook ends of the rebar are deeply

embedded in the concrete and cannot pull out. Justification for this is provided by Reference 8, which shows little

reduction in embedment strength for embedments away from the edge of the concrete.

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I requirements. For this operability assessment, the use of average values is appropriate. Based

on References 4 and 5, the following criteria apply to an out of plane shear assessment:

* For walls 24" thick and less, there is no strength reduction due to ASR.8

* For walls greater than 24" thick, there is a 25% reduction in shear capacity due to ASR.

5.0 APPROACH

5.1 Buildings and Locations

Table 1-1 includes a list of the eleven buildings and rooms for which the design basis

calculations were reviewed. This list of calculations is derived from References 6 and 7, which

provide the basis for selection of these buildings and rooms. Two criteria were used to select the

buildings/rooms for the review:

9 Buildings and rooms for which there is an existing operability issue were included in the

review. There are five buildings/rooms with an existing operability issue: containment

enclosure building, RHR equipment vaults, EFW Pumphouse, DG fuel oil tank rooms and

the 'B' electrical tunnel (Reference 6). These rooms were included in the review with the

exception of the containment enclosure building. The effects of ASR on the containment

enclosure building are being evaluated in a separate effort by NextEra Energy. In addition,

the RCA tunnel was included in the review based on investigations related to wall cores.

I ° Buildings and rooms with a combined cracking index greater than or equal to 1.5 mm/rn

were included in the review. These are the rooms that have the most severe ASR.

Reference 7 provides the cracking index for each room in the plant walkdown assessments

for ASR. Reference 7 also describes the cracking index and how it was measured. There

is one building with a cracking index greater than 1.5 mm/m that was not included in the

review. This is the Main Steam and Feedwater East Pipe Chase (MF207), which was not

included because the cracking was identified in nonstructural grout and this is not

considered to represent the condition of the structural concrete (Reference 7).

In summary, the eleven areas selected for the review comprise a biased selection that increases

the probability of identifying issues related to ASR effects on plant structures. This selection of

buildings/rooms, however, does not address every building with some degree of ASR and

therefore is not a complete review of ASR-affected structures.

8 This conclusion applies when the evaluation is based on a minimum required compressive strength of 3,000 or

4,000 psi, as appropriate to the building being reviewed. This conclusion does not apply when the value of the

compressive strength used in the calculation is based on test data. For these cases, the reduction in shear strength is

25% and no credit is taken for the conservatism identified in Reference 5.

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5.2 Scope of Review

An outline of the steps performed for each calculation review is provided below.

" Identify the evaluations in each calculation listed in Table 1-1 that address the building

rooms and walls that show evidence of ASR.

* Identify the evaluations in each calculation that address the design of the wall/slab to carry

design basis loads or to address minimum required reinforcement. All reinforcement

(including minimum required reinforcement) is required by the design basis Code of

Record (Reference 3) to be developed by providing appropriate length lap splices and

properly anchoring reinforcement at supports. Evaluations unrelated to the ability of the

structure to carry design basis loads or assess minimum required reinforcement were not

considered. For example, reinforcement placement requirements to control cracking from

service moments were not included in the review.

* Document the concrete physical properties used in the calculation (e.g., concrete minimum

specified compressive strength, modulus of elasticity, and Poisson's Ratio).

* Document the calculated amount of rebar required for each evaluation and the actual

amount of installed rebar as shown on the construction drawings.

" Document the calculated margin in the evaluation. The margin is expressed as the

percentage: Margin = 100 * [Capacity - emand 1. The capacity or demand may be L Capacity y

expressed as a force, moment, stress, or rebar area, dependent on how the information was

presented in the calculation.

* Identify the evaluations for which ASR is a concern:

1. Out of plane shear evaluations for walls greater than 24 in. thick for which the shear

margin in the design basis calculation is less than 25%.

2. Evaluations which rely on reinforcement lap splice strength or embedment strength

and which meet each of the following criteria:

- The evaluation credits reinforcement for flexure (with or without axial

compression or tension) or in-plane shear. Minimum required reinforcement

evaluations per the limits prescribed in Reference 3 are also considered.

- The margin for required reinforcement area, 100* [As(pese.t )-As(,-qied as S As(present )

defined in the previous bullet, is less than 17% for no. 7 bars and greater, and

40% for no. 6 bars and smaller (A, is the reinforcement area). Note that

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minimum reinforcement requirements may be governing if flexure and shear

loads are small.

- The wall/slab being evaluated has reinforcement anchored with lap splices or

reinforcement straight-bar embedment.

Identify conservatisms in the original design calculation with the potential to increase the

margin in the evaluation or alleviate the ASR-degradation concern (see discussion on

documentation in Section 5.3). The potential conservatisms that were considered are:

- Eliminating overly-conservative simplifying assumptions, e.g., calculating a wall

bending moment as a two-way slab rather than a one-way slab where wall aspect

ratios permit such analysis.

- Eliminating unnecessary levels of conservatism in the calculation of the applied

loads.

- Use of a more sophisticated analysis method, e.g., a finite element analysis to more

accurately calculate the distribution of load. Simple finite element models were

prepared to estimate the potential gain with this approach.

- Taking credit for the actual amount of reinforcement in the wall/slab if this is greater

than the amount of reinforcement required to be in the wall/slab per the calculation.

The basis for this is Reference 3, Section. 12.5(d). 9

- Taking credit for adjacent reinforcing steel lap splices that are staggered rather than

aligned. The overlap length for lap splices in Seabrook buildings is calculated to be

equal to 1.7 1d, which is a Class C lap splice (Reference 2 and Reference 3, 7.6.1.3).

A Class C lap splice is required when more than one-half the bars are lap spliced

within the required lap length, 1.7 1d (Reference 3, Section 7.6.3. 1. 1). Seabrook

construction drawings show that some walls have staggered lap splices in which

one-half or less of the bars are lap spliced within 1.7 ld. In this case Reference 3,

7.6.3.1.1 requires only a Class B splice, which has a development length of 1 .

3 ld.

9 Reference 3, Section 12.5(d) permits the development length of reinforcement in a flexural member to be reduced

by a factor related to excess reinforcement (A, required/A, provided). Reference 3, Section 7.6.3.1 states, "Splices

in regions of maximum moment preferably should be avoided. Where such splices must be used, they shall be

lapped, welded, or otherwise anchored for their full f,." There are cases in this calculation in which excess

reinforcement has been used to recover margin at a location of high moment. The basis for this is as follows:

(1) Section 7.6.3.1 provides a design philosophy to assure that splice length is not the limiting factor at the locations

in a structure that are most highly loaded, (2) Section 12.5(d) provides the minimum requirement that must be met to

assure design loads can be carried without failure of reinforcement at splices or other locations that require the

development of reinforcement, and (3) this calculation is an operability assessment and recovery of margin by a

technically reasonable approach is appropriate.

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The factor increase in lap splice length over that required by Reference 3 is:

1.7- 1.31.

1.3

- Taking credit for a reduction in required splice length when the lap splice is in a

low-stress area (rebar stress below 0.5fy per Section 7.6.3.2 of Reference 3). If the

lap splices are not staggered, splices shall meet the requirements of Class B splices

(1.3 1d development), and if no more than three quarters of the bars are lap spliced

within a required lap length, the splices shall meet the requirements of Class A

splices (I.Old development).

- Using alternate applicable equations from the ACI Code.

- Determining if the area of interest is affected by ASR based on the walkdown

assessments.

The options considered to improve the calculation margin are generally related to the

analysis and the actual construction details. Other potential sources of conservatism such

as full-scale testing are outside the scope of this calculation.

" Estimate anticipated margin from the above methods. This is the margin that might be

obtained with a reanalysis. The estimation is based on a scoping evaluation and is

provided for information (see discussion on documentation in Section 5.3).

" Identify the evaluations for which ASR is a potential operability concern, taking credit for

the potential margin increase that could be obtained from a reanalysis. The evaluations

that are a concern are those that meet the screening criteria of this section and for which

the anticipated margin with reanalysis does not meet the acceptance criteria set forth in

Sections 4.2 and 4.3.

5.3 Identification of Analysis Conservatism and Documentation

As discussed in the previous section, for cases where an evaluation did not have sufficient

documented margin to eliminate ASR concerns, an estimate was made of the margin that could

be recovered from the evaluation by removing unnecessary levels of conservatism. The estimate

of the margin that can be recovered is documented in the detailed review table provided in each

appendix. Footnotes are provided to describe the methods used to recover margin. There is no

further documentation provided of the calculations to recover margin. As such, the margin

recovery is an estimate of potential over-conservatism that could be recovered if the design basis

calculation were to be revised. The estimate of margin is not a documented result and is not a

QA result. MPR provided informal checks of these estimates to assure they were reasonable.

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5.4 Items Not Included in the Review

Items that were not included in the review are as follows:

0 The review did not include an objective of identifying potential errors in the design basis

calculations. Nevertheless, some errors were identified in the course of the review and

these were brought to the attention of NextEra Energy in separate correspondence. Those

errors are not identified or addressed in this calculation.

10

The review did not assess whether all building walls and features were analyzed or whether

all evaluations required by the ACI Code were performed, i.e., the review did not address

the comprehensiveness of the design basis calculations.

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6.0 REFERENCES

1. NextEra Energy Seabrook Calculations:

1.1. Calculation No. PB-30, "PB RHR Vault (030)," Revision 9.

1.2. Calculation No. EF-4, "EMG Feedwater House & Electrical Penetration Area,"

Revision 9.

1.3. Calculation No. CD-20, "Control and Diesel Generator Building (050), Design of

Mats at El. -20'-0" and El. 0'-0" and Walls Below Grade for Electrical Tunnels

(Control Building)," Revision 4.

1.4. Calculation No. SG-1, "Non-Essential Switchgear Room (170), Design of NonEssential Switch Gear Room," Revision 2.

1.5. Calculation No. CD-10, "Control and Diesel Generator Building (050), Design of

Substructure for RCA Walkway Under Control Building," Revision 1.

1.6. Calculation No. WB-82, "Waste Processing (Including Tank Farm Area) 080,

Design of Concrete Walls Below El. 25'-0"," Revision 1.

1.7. Calculation No. CD-18, "Control and Diesel Generator Building (050), Design of

Mats and Walls Below Grade for Fuel Oil Tank Area," Revision 5.

1.8. Calculation No. PB-20, "Primary Auxiliary Building (030), Concrete - West Wall

(Col. Line A)," Revision 4.

1.9. Calculation No. EM-3 1, "Tunnels- Pipe, Electric & Passage (150), Concrete Design

- Mech. Penetration Area," Revision 6.

1.10. Calculation No. WB-69, "Tank Farm - Unit 1, Design of Walls & Slabs for Pipe

Tunnel between Column Lines 0.5 & 2.3," Revision 7.

1.11. Calculation No. EF- 11, "EMG Feedwater House & Electrical Penetration Area

(160), Verification of Reinforcement in South Wall - Unit 1," Revision 1.

1.12. Calculation No. EM- 19, "MS & FW Pipe Chase - East," Revision 7.

1.13. Calculation No. CT-53, "Service Water Cooling Towers (140), Design of South

Wall at Line 4 to El. 46'-0"," Revision 1.

1.14. Calculation No. CT-28, "Design of South Wall from El. 46'0" to 77'-6", North

Wall Similar," Revision 6.

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1.15. Calculation No. CW-29, "Service and Circulating Water Pumphouse, Design of

Walls Above Grade, Roof Slab, & Hatch Covers," Revision 7.

1.16. Calculation No. C-S-1-10159, "'B' Electrical Tunnel Transverse Shear Evaluation

Supplement to Calculation CD-20," Revision 0.

1.17. Calculation No. SBSAG- 1 MA, "Category I Structures, Tornado Missile and Light

Aircraft Impact Protection," Revision 1.

2. NextEra Energy Seabrook Drawing No. 9763-F-101842, "Concrete General Notes &

Reinforcing Splice Lengths," Revision 14.

3. ACI 318-71, American Concrete Institute Building Code Requirements for Reinforced

Concrete.

4. 0. Bayrak, "Structural Implications of ASR, State of the Art," February 2, 2012.

5. 0. Bayrak, "Perspectives On ACI 318-71 Shear Strength And Lap Splice Performance,"

March 30, 2012.

6. NextEra Energy Seabrook Prompt Operability Determinations (POD):

6.1. AR 581434, "Reduced Concrete Properties Below Grade In 'B' Electrical Tunnel

Exterior Wall," Revision 0.

6.2. AR 01664399, "Reduced Concrete Modulus Of Elasticity Below Grade In

Containment Enclosure Building, RHR Equipment Vaults, EFW Pumphouse, And

Diesel Generator Fuel Oil Tank Rooms," Revision 0.

7. MPR Report No. 3704, "Seabrook Station: Summary of Alkali-Silica Reaction Walkdown

Results," Revision 1.

8. Chana, P.S. Bond Strength of Reinforcement in Concrete Affected by Alkali-Silica Reaction.

Crowthorne: Transport and Road Research Laboratory, Department of Transport, 1989.

Contractor Report 141.

9. Ahmed, T.; Burley, E. and Rigden, S. "The Static and Fatigue Strength of Reinforced

Concrete Beams Affected by Akali-Silica Reaction." ACI Materials Journal Vol. 95 No. 4

(1998): 376-388.

10. ACI Committee 408. Bond and Development of Straight Reinforcing Bars in Tension (ACI

408R-03). Farmington Hills: American Concrete Institute, 2003.

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A

RHR Vault, Various Rooms

A.1 ASR Affected Areas

The areas affected by ASR in the RHR Vault are the walls from Elevation -61 ft. to -16 ft.

A.2 Reviewed Calculations

Calculation PB-30 was reviewed. Only the relevant information pertaining to the evaluation of

the ASR-affected areas listed above was reviewed as part of this effort. The results of the review

are presented in Table A-3.

A.3 Calculation General Methodology

A 2D finite element model of a horizontal slice through the RHR Vault building was used to

calculate the distribution of loads on the walls. Properties for the beam elements and the loads in

the model were varied to represent the building at different elevations. Hand calculations with

one-way slabs to represent walls were used to calculate stress. Separate calculations were used

to assess horizontal and vertical reinforcement.

A.4 Evaluations without Sufficient Anticipated Margin

The evaluation for concrete out of plane shear in the external wall at Elevation -45 ft. did not

meet the screening criterion of 25% margin. The margin calculated in PB-30 is 24%. This

margin was confirmed with a scoping finite element evaluation of the building for the major

loads (not including the seismic load, which is small). A summary of the result that did not meet

the screening criterion is provided in Table A-1.

Table A-1. Evaluation Without Sufficient Anticipated Margin

RHR Vault, Various Rooms

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%) Calculated?

Concrete

El. -45' Out of plan Shear Capacity 24% No

4' ext. wall shear Reducd 25% Reduced 25%

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A.5 Evaluations with Sufficient Anticipated Margin

The evaluations in Table A-2 satisfied the screening criteria described in Section 4.0. In some

cases, the margin documented in the calculation did not meet the screening criteria, so additional

margin was extracted from the evaluation by one of the methods described in Section 5.2. The

additional margin was sufficient to satisfy the screening criteria. The applicable evaluations for

which additional margin was calculated are indicated in the following table and Section A.6

describes the methods used to extract the additional margin.

For the cases in which the documented margin met the screening criteria, the "Anticipated

Margin" column reports the documented margin.

Table A-2. Evaluations With Sufficient Anticipated Margin

RHR Vault, Various Rooms

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

El. -61' Out of plane Concrete

4' ext. wall shear Shear Capacity 12% Yes 25%

Reduced 25%

El. -61' Out of plane Concrete

2.5' int. wall shear Shear Capacity -1.8% Yes 67%

Reduced 25%

El. -45' Min. Reinf. Embedment &

4'ext. wall Horiz. Splice Length 15% Yes 65% Increased 17%

Embedment & 4'ext. wall Bending Splice Length 37% No 37%

Increased 17%

El. -32' Min. Reinf. Embedment &

4'ext. wall Horiz. Splice Length 14% Yes 57% Increased 17%

Embedment & 4'ext. wall Bending Splice Length 35% No 35%

Increased 17%

El. -32' Out of plane Concrete

4' ext. wall shear Shear Capacity 38% No 38%

Reduced 25%

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Table A-2. Evaluations With Sufficient Anticipated Margin

RHR Vault, Various Rooms

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

El. -32' & -4' Min. Reinf. Embedment &

2.5'ext. wall N. Hoiz. Splice Length 11% Yes 66% Increased 17%

El. -32' & -4' Embedment &

2.5'ext. wall N. Bending Splice Length 31% No 31% Increased 17%

El. -32' & -4' Out of plane Concrete

2.5'ext. wall N. shear Shear Capacity 25% No 25% Reduced 25%

El. -32' iEmbedment &

Min. Reinf. Splice Length 23% No 23% Increased 17%

El. -32' Embedment &

2.5'int. wall Bending Splice Length 42% No 42% Increased 17%

El. -45'& 0' Embedment &

2.5'ext. wall Horiz. Splice Length 10% Yes 57%

W. Increased 17%

El. -45' & 0' Embedment &

2.5' ext. wall Bending Splice Length 32% No 32%

W. Increased 17%

Concrete

El. -45' & 0' Out of plane Capcit5

2.5' ext. wall N. shear Shear Capacity 51% No 51%

Reduced 25%

El. -61' to -45' Min. Reinf. Embedment &

4'ext. wall Horiz. Splice Length 15% Yes 57% Increased 17%

El. -61' to -45' Bending Reinf. Embedment &

4' ext. wall 4'x.wl Horiz.i. Inrae17 Splice Length 39% No39

Increased 17%

El. -61'to -45' Min. Reinf. Embedment & 25int. walls Horiz. Splice Length 14% Yes 57% Increased 17%

El. >-41' Min. Reinf. Embedment &

2'ext. wall E. Horiz. Splice Length 10% Yes 66%

Increased 17%

MPR QA Form: QA-3.1-3, Rev. 0

Page 107 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: A-4

0326-0058-63 L-- 4,V-,• cý - Revision: I

Table A-2. Evaluations With Sufficient Anticipated Margin

RHR Vault, Various Rooms

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

El. >-26' Min. Reinf. Embedment &

3'ext. wall S. Horiz. Splice Length 19% Yes 65% Increased 17%

NA

El. >6' Bending Reinf. (No ASR

2.5' ext. wall B Rin. observed in 15% No 15%

W. this portion of

the wall)

NA

El. 6' to 20' Out of plane (No ASR

2.5'ext. wall observed in 2.7% No 2.7%

W. shear this portion of

the wall)

NA

El. >6' Min. Reinf. (No ASR

ext. wall N. Horiz. observed in 14% No 14%

this portion of

the Wall)

El. -61' Bending Embedment &

4' ext. wall N. Vertical Reinf. Splice Length 58% No 58%

Increased 17%

El. -26' Bending Embedment &

2.5' ext. wall N. Vertical Reinf. Splice Length 48% No 48%

Increased 17%

El. -61' Vert. Reinf. Embedment &

4' ext. wall S. Bending at Col. Splice Length 33% No 33%

Line 1 Increased 17%

El. -61'

4' ext. 

Ex. wall wall N. In plane shear NA 65% No 65%

El. -61'

2.5' int. EW In plane shear NA 30% No 30%

wall

El. -61'

2.5' int. NS wall In plane shear NA -1.8% No -1.8%

MPR QA Form: QA-3.1-3, Rev. 0

Page 108 of 182
MPR Associates, Inc. SM PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: A-5

0326-0058-63 3 (-. o "- Revision: 1

A.6 Methods Employed to Gain Additional Margin

The methods used to gain additional margin in the evaluations were as follows:

" In evaluations for two walls, the reinforcement credited in the calculation was less than the

amount of steel that was actually installed. The margin was recalculated using the actual

reinforcement present in the walls.

" For eight of the evaluations, the minimum required reinforcement was calculated with the

applicable requirement for minimum horizontal reinforcement in a wall from Reference 3,

Section 14.2(0. The evaluation in PB-30 conservatively used the minimum reinforcement

requirement from Reference 3, Equation 10-1, which is applicable to beams.

" For three walls, the shear stress in the wall was calculated with a finite element model of

the RI-R Vault. The load applied to the vault was the hydrostatic load. The seismic load,

which is small in comparison to the hydrostatic load, was not applied for this scoping

evaluation.

MPR QA Form: QA-3.1-3, Rev. 0

Page 109 of 182
MPR Associates, Inc.

320 King Street INM PR Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: A-6

0326-0058-63 . L-.- Q " ( / -- Revision: 1

Table A-3. Review Results

RHR Vault, Various Rooms

Location: RHR Vault

Areas Affected by ASR: All walls, -61' to -16'

Calculations: PB-30, Rev. 9

Drawings: 101510, 101517, 101518, 101519, 101534

As Documented Options to Increase Margin

Structural Consider

oncern due Options to ASR

W .o E a Ps h o Rebar Rebar Aduqe ot n Reduce ASR Actual Rebar Other Anticipated concern? (s)CR iear Areba r 1-K A- eqd Location of to ASR Rs ? Area Present Options Margin Caic Watt Evaluation Pages Method Loads f' E Ipui) v capacity Demand Margin Area 1 A,,tMa atRisk? AraPent Oios Mgn (psit credited? Required MaxMoment Required MxMmn

Out of Concrete

PB- El. -61' Out of Plane

30 4' ext. wall plane 70 Note A Hydro 3000 3.12E6 NA 115 psi 101 psi 12% No Shear Yes 4 25% No

shear Capaniw

Out of Internal -t Concrete

PB- El. -61' plane 70 Note A flood, 3000 31'E6 NA I O psi 112 ps1 No Out of Plane 67%

30 2.5' int. wall shear seismic Note I No Shear Yes 5 No

Capacity

PB- El. 45' NRin£ 71 Hand NA NA NA NA 2.08 in2

/fl. 1.76 1.76 Splice Lap 2.08 65% No

30 4' ex-t. w all H orizF. 7 i n/ft ,E .F. 1sF. L ength D w g. 10 1517

PB- El. -45' Bedn 7 oe A ydroA33f-i 28f-i 7 1.3 /22.8i/f E

B E. 45' e Beoding 72 Note A 3000 3.12E6 NA 393 i-kip 248 i-kip 37% Yes in2/ft. 37% End of beam Splice Lap No 2.08wint/,1.F. No

30 4' ext. wall seismi c E.F. Length Owg. 101517

Out of Concrete

PB- El. -45' a NoteA Hydro, 3000 3.12E6 NA 109 psi 83 psi 24% No Out of Plane

30 4' ext. wall plane 72 seismic Shear Yes 7 24% Yes

shear Capacity

PB- l. -32' Min. 1.69 m2

/ft. 1.45 1.45 Reinf. 73 Hand NA NA NA NA 1% Ys i2/l 4 e '/t 57% No 30PB 4'Elext.'32wall RefHoz 73 HnCANA N AEF. in'/li, C.F. 14% Yes EFin 2

/ft, 14% entSplice Lap Yes 1w.169 in'/ft105 E.F.' 5% :N

El.d-32'1.10 30 4 xt al oi.E.F nEF.E .Length Dwg. 101517

PB- El -31' Bending 74 Note A Hydro, 3000 3.12E6 NA 322 ft-kip 210 ft-kip 35% Yes in.1t, 35% End ofheamn Splice Lap 1.69 im/fl, E.F. No

30 4' ext. wall seismic C.F. Length No Dwg. 101517

3 Out of Concrete PB- El. -32' Olate ofNoe Hydro, Out of Plane plane 74 Note A seismi 3000 3.12E6 NA 109 psi 68 psi 38% No Sh e No No 30 4' ext. wall shear seismic Shear shearCapacity

El. -32' & Min. 133 in2 l 1.19 1.19 S L 1.33 in'/it, E.F.

PB- 24' einf 76 Hand NA NA NA NA E.F. inYs i 2 ft, llF. pien up Yes Dwg. 101518, 2 66% No

30 2.5' ext. Horz. E.F. 101534 wall N. _________ __________________________

MPR OA Form: QA-3.1-3, Rev. 0

Page 110 of 182
MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: A-7

0326-0058-63 ,j - ?"xk c•5•" Revision: I

As Documented Options to Increase Margin Stutrl Consider StCrcturat Options to ARR

Concern doe eActut R?

Calc Wall Evaluation Pages Method Loads fi, E (psi) v Capacity Demand Margin tReber Rebar I. Ane.nq'daLocation of ASR Risk? AAea Present options Margic

(psi) e Rrdi quiAreda owno Max Moment

Required

Hl. -32'&- Hydro, 0.92 1.33 int/ft, E.F.

30 - 4' 2.5" ext. Bending 76 Note A seismic, 3000 3.12E6 ~PLength NA 148 fl-kip 102 ft-kip 31% Yes inl/ft, 31% End of beam Splice Lap No wg. 101518, No NDw.1015134N

wall N mass E.F. 101534

El. -32' & - Concrete

PB-Out of 30 2.5 plane Hydro 3000 3.12E6 NA 110psi 82 psi 25% No OatofPlane No No

wall N. sheor seismic Shear wall NCapacity

PB- EH. 1.03 1.33 inZ/ft, E.F. -32' Min. Note Hand NA NA NA NA 1.33 i n/,E1.03 1.03 Splice Lapin,5 P

30 2.5' int. wall Reinf. D E.. in/fl, H.P. 23% Yes HP 23% Length No Dwg 101534, No

PB-HNdE 0.77 1.33 5/fl, H.F.

PB- El. -3i, Bending 79 Note A seismi 3000 3.12E6 NA 148 ft-kip 86 ft-kip 42% Yes in/f, 42% Hod of beam iscg. No 154 30 2.5' int. wall seismi c s E.2F., 4ý n fba Length No Dwg. 101534, No

E.PF. L101517

30PB El. -45' & 0' Mit. NA E.IF. 05 in2/, 0.94 2t 10% Yes E.F/th 1.05 Iap/fl, H 1ePB-30 Yes 2 57% No

wall W Horiz. H.. in/f, H.P. Ye E0. nFl. 0 Length Note B

PB- El. -45' & 0' 0.71 1.05 ino/it ex. Bending 81 Note A o2.5' 3000 3.12E6 NA 118 ft-kip 80 BO-kip 32% Yes inSl, 32% Hd of beam Lap No PB-30 No 30 wall W. seismic H.F. Lnt Note B

S El.-.45' & 0' Out of Concrete

PB I.-5'&0'Ot fHydra. Oat of Plane 30 S 2.5' walIN. ext. plane bha 81 Note A s.eeismic 3000 3.12E6 NA 109 psi 53 psi 51% No Shea Shear No NoN No

we] N. hearI ICapacity

PB- El. -61' e to Mxt in. 826Hnd1N5NA NA1N4I%1.4f Splice Lap 1.69 in/ft, H.P.

30 45" 4' ext. Reinf. 82 Hand NA NA NA NA E.F. int

/ft, E.F. 15% Yes in2

/fl, 15% Length Yes Dwg. 101534, 2 57% No wall Horiz. E.F 101517

El. -61' to - Bending Note1.03 1.69 i 2 f H.P. PB- 5 4' ext. i 82 Two-way Hydro, 321 ft-h p fl-kaN Sp69 

30 wall riz. slab table, seismic 3000 3.1216 NA 321 G 196ft-kip 39% Yes inofVt, 39% SpliceLap No Dwg. 101534, wall Hone. Hand E.F. 101517

HI. -61' to - tMin.09 P-10 ./t .00.90 1.05 in/it. E.F. PB- 4525' Rto8 Hnd NA NA NA N 1.05 int

l/t, 0.90 14% Yes 1.05/iti14/fSpicH.P.

30 45'2.5' mi. Reinf. 82 Hand NA NA NA NA HP 1%/ nfl, 14% Splice Lap Yes Dwg. 101534, 2 57% No walls Horiz. .E.. Length 101517

PB- El. >-41' Min. 0.72 2' ext. wall Reinf. 83 Hand NA NA NA NA 0.80 0.72 Splice Lap in'/it E.F 12/fi, No1.05 30 E. Horiz. NoE E.F. in/ft, E.F. 10% Yes .P. /f, 10% Length LenLap Yes 105 iP 2 66% No IDwg. 101534

PB- El. >-26' Min. 1.33 in2

/fl, 1.08 1.08 3' ext. wall Reinf. 83 Hand NA NA NA NA SpleI2 65% No 30 E.PF. int

/fl, H.P. 19% Yes inft/f, 19% SpieLp No 1.56 in5% HNP ___S. Honez. F F Length flwg. 10t 517

PB- HI. >6' Bending Hydra, f%1.44 Y

25.' ext Reinf. 86 Hand seismic, 3000 NA NA 185 ft-kip 159 ft-kip 14% Yes in"/ft, 15% End of beam Splice Lap 1.69 in/fl, E.F. No 30 wall W. Horiz.e soil Note G E.F. Length Dwg. 101534

MPR CA Form: QA-3.1-3. Rev. 0

Page 111 of 182
MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: A-8

0326-0058-63 i (..-j "-i t . c4 •"•- Revision: I

As Documented

Calc Wall Evaluation Pages Method Loads sl (psi) E v (psi)

Structural

Concern due

to ASR

Consider

Options to Reduce ASR

Risk?

Options to Increase Margin

Actual Rehar I Other Anticipated

Area Present Options Margin

ASR

Concern?

Capacity Demand Margin

Rebr Rebr Rhr Area

Credited? R red IRequired

1- As.eq'td Location of

Aven..utI Max Moment

PB- El. 6' to 20' Out of Hydro, Concrete 2.5' ext. plane 87 Hand calc seismic, 3000 NA NA 110 psi 107 psi 2.7% No Yes 3 No wall W. NA30si 17pi .% N Shear shear soil Capacity

Min 0.90 P - e l. > 6 ' 1 0 5 i n2 / f t, 0 .9 0 1 % Y s1 %S l c a . 5 m / t E F PB t >6 Reinf 87 Hand NA NA NA NA E.F 05 n/,,E.90 14% Yes int

/ft, 14% Splice Lap 1.05 in/t E.F.o 30 ext. wall N. Horiz. EE F. Length Yes Dwg. 101534

PB- Ex. -61' Bending Interaction Hydro, 3000 3.12E6 NA 330 f-hip N fl-kip 58% Yes NoGale Splice Lap 0.79 in/fl, E.F. 30 4' ext. wall Vertical 95 Diagram seismic Note E Length No 101517 No N. Reinf.

PB- El. -26' Bending PB-99 Interaction y68 3000 3.12E6 NA 130 ft-hip t-hip 4 4 o e Splice Lap No yen No Galeo0.79 in2

/fl, E1.0 30 2.5' ext. Vertical 99 Diagram seismic Note F Length 101517 wall N. Reinf.

Vert. 106 1.06 1.58 int

/fl,

PB- El. -61' Reinf Note J, Not in 1.58 in/ft, in./ft lti,, 30 4'ext. S. wall Bending at Col. 101 3000 -- NA Outside Face Ou' Outside 33% Yes Outs/id 33% End of beam Splice Lap No Otside Pace, No ceLength DW 101517, N

Line I

PB- El. -61'

PB- 30 4' 4'El. ext. -61 wall l lIn In plane plane 103 Hand Hyr,ydro, 3000 NA NA 110 psi 39 psi 65% No NA No No

1.30 ntE shear 104 Hand seismic 3000 NA NA 110 psi 77 psi 30% No NA No No 30 seismic

N. sha

PB- El. -61' 5 . EW In plane 104 Hand Hydro 3000 NA NA 110 psi 77 psi 30% No NA No No 30 seismic wall shear P- El. -61' pae- v P- 2.5' mnt. NS In pae 104 Hand Hydro, 3000 NA NA 11l0 psi 112 psi -1 NoNA8%,N 30 wall shear seismic Nate I oN oN

Options to Increase Margin:

I. The actual reinforcing steel area installed is greater than that used in the calculation.

2. The minimum reinforcement in PB-30 was calculated with the lesser of (1) p=0.003 3 and (2) 4/3 times the steel required for flexure loads based on Reference 3, 10.5.1.1. This reinforcement limit is

applicable to beams, but is conservative for walls. The minimum required reinforcement is reduced using the minimum required reinforcement for a wall from Reference 3, Section 14.2(f).

3. The elevation for the evaluation is above the locations that have ASR based on the walkdown assessments (Elevation -61' to -16').

4. Anticipated margin based on a scoping calculation with a 3D finite element model of the RHR vault. The result is for extemal hydrostatic pressure only. The calculated shear stress is 52 ksi. Accounting

for the load factor of 1.4 and the phi factor of 0.85 gives v. = 86 psi.

5. Anticipated margin based on a scoping calculation with a 3D finite element model of the R-R vault. The result is for intemal hydrostatic pressure from an internal flood only. The calculated shear stress is

22 ksi. Accounting for the load factor of 1.4 and the phi factor of 0.85 gives v, = 36 psi.

6. Not used.

7. A scoping 3D finite element model of the RHR vault confirmed the results reported in calculation PB-30.

MPR QA Form: CA-3.1-3, Rev. 0

Page 112 of 182
MPR Associates, Inc.

320 King Street IIM P R Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: A-9

0326-0058-63 .(4. . , " , / Revision: I

Specific Notes:

A.

B.

C.

D.

E.

F.

G.

H.

I.

J.

A two-dimensional beam structure with 17 elements representing the walls of the vault structure was used to solve for the loads and moments due to applied loads with a computer program. A beam model

was used with different beam properties to solve for loads and moments at different elevations in the building.

PB-30 evaluates #8 on 9 in. centers. Review of Dwg. 101534 shows that the reinforcement is greater than this on the West wall. The actual rebar is not shown because there is uncertainty about the extent

of walls covered by the calc.

PB-30 indicates the analysis is for vertical rebar (p. 100). The figure showing the #8 on 6 in. centers on p. 102 shows this rebar at the outside face of the base mat extending up into the wall. The figure in

the calc is consistent with the actual rebar installed based on Dwgs. 101518 and 101534.

The minimum required reinforcement calculation is not in the calculation. The result that is provided in this table was calculated based on rho = 0.0033.

There is an error in the moment sign on p. 92. The moment with corrected sign is larger, but margin is estimated to be acceptable and greater than the ASR criterion.

There is an error in the moment sign, but the error results in a conservative moment.

This quantity was calculated by hand by MPR, and was not in PB-30.

Deleted.

The negative margin for concrete shear stress was deemed acceptable in the calculation and no rebar was credited with carrying the shear loads. There is an anticipated 25% increase in the concrete shear

capacity compared to the values used in the calculation. With this additional capacity, the evaluation will have positive margin without requiring shear reinforcement.

Loads were derived in separate calculations, then evaluated in PB-30.

MPR QA Form: QA-3.1-3, R. 0

Page 113 of 182
MPR Associates, Inc. FIM PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: B-i

0326-0058-63 )"::, /- p Revision: 1

B

Emergency Feedwater Pumphouse, Room EFSTI

B.1 ASR Affected Areas

The North and East walls in the Emergency Feedwater Pumphouse Stairwell, room EFSTI show

evidence of cracking, potentially by ASR. The areas evaluated for potential degradation by ASR

are the North and East walls in EFSTI, below grade elevation (El. 20').

B.2 Reviewed Calculations

Calculation EF-4, Revision 9 was reviewed to determine the documented margin for the North

and East walls of EFSTI. Only the relevant information pertaining to the evaluation of the

ASR-affected areas listed above was reviewed as part of this effort. The results of the review are

presented in Table B-3.

B.3 Calculation General Methodology

Calculation EF-4, Revision 9 evaluated the walls and a column in the Emergency Feedwater

Pumphouse and Electrical Penetration Area. The seismic loads on the structure were calculated

using a computer model. Remaining loads were calculated by hand. Only the in-plane structural

walls were credited with resisting a given direction of seismic load. In-plane moments were

calculated from the shear distribution, treating the walls as cantilevered beams. External walls

were additionally designed for resisting out-of-plane moments and shears. These loads were

calculated by hand. Once the loads were calculated (either by hand or from a computer model),

the walls were evaluated by hand to ACI Code limits.

B.4 Evaluations without Sufficient Anticipated Margin

The evaluation for vertical reinforcement required for the in-plane moment from elevations 0' to

27' in Table B-1 did not meet the screening criteria for lap splices described in Section 4.0.

Additional margin was calculated above what was documented in the calculation, but the

anticipated margin still did not meet the screening criteria of Section 4.0. Section B.6 describes

the method used to extract the additional margin.

More margin may be found from re-evaluating the structure with a detailed computer model, but

this effort was beyond the scope of this review and the potential benefit from such efforts is

unknown.

MPR QA Form: QA-3.1-3, Rev. 0

Page 114 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: B-2

0326-0058-63 ) ,,:ý. _ p Revision: 1

Table B-I. Evaluation Without Sufficient Anticipated Margin

Emergency Feedwater Pumphouse, Room EFST1

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Vertical

Reinforcement Embedment &

East for In-Plane Splice Length 4.4% Yes 6%

Moment El. 0' Increased 17%

to 27'

B.5 Evaluations with Sufficient Anticipated Margin

The evaluations in Table B-2 satisfied the screening criteria described in Section 4.0. In some

cases, the margin documented in the calculation did not meet the screening criteria, so additional

margin was extracted from the evaluation by one of the methods described in Section 5.2. The

additional margin was sufficient to satisfy the screening criteria. The applicable evaluations for

which additional margin was calculated are indicated in the following table and Section B.6

describes the methods used to extract the additional margin. For the cases in which the

documented margin met the screening criteria, the "Anticipated Margin" column reports the

documented margin.

Table B-2. Evaluations With Sufficient Anticipated Margin

Emergency Feedwater Pumphouse, Room EFST1

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Horizontal

Flexure and In Embedment &

East Plane Shear Splice Length 3.5% Yes 25%

EL Increased 17%

-26' to 0'

East Out of Plane Concrete

Shear EL Shear Capacity 40% No 40%

-26' to 0' Reduced 25%

Vertical Axial Embedment &

East Tension EL Splice Length 37% No 37%

-26' to 0' Increased 17%

MPR QA Form: QA-3.1-3, Rev. 0

Page 115 of 182
MPR Associates, Inc.

FAIM PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: B-3

0326-0058-63 , " . . Revision: I

Table B-2. Evaluations With Sufficient Anticipated Margin

Emergency Feedwater Pumphouse, Room EFST1

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Vertical Axial Embedment &

East Load and

East Fexure EL 0' Splice Length 89% No 89% tr 

to 

27 27' 0 Increased 17%

Out of Plane Concrete

East Shear EL 0' to Shear Capacity 65% No 65%

27' Reduced 25%

In Plane Shear Embedment &

East El. 0 to 27' Splice Length 10% Yes 32%

Increased 17%

Vertical Axial N/A

North Load and (Has through- 1.8% No 1.8% Flexure EL -26' thickness

to 0' rebar)

Out of Plane N/A

North Shear EL (Has thickness through- 3.2% No 3.2%

-26' to 0' tebr rebar)

Vertical Axial Embedment &

NorthLoad and

North Flexure EL 0' Splice Length 21% No 21% tr 

to 

27 27' 0 Increased 17%

Vertical Reinf. Embedment &

North for In Plane

North Moment EL Splice Length 54% No 54% -26'nto 

-26' to 0'E Increased 17%

In Plane Shear Embedment &

North EL Splice Length 57% No 57%

-26' to 0' Increased 17%

In Plane Shear Embedment &

North EL 0' to 27' Splice Length 10% Yes 32%

Increased 17%

MPR QA Form: QA-3.1-3, Rev. 0

Page 116 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: B-4

0326-0058-63 -j,, (•9• '" • Revision: 1

B.6 Methods Employed to Gain Additional Margin

To gain additional margin for the single evaluation that did not meet the screening criteria (see

Table B-i), the loads were slightly reduced by using the values documented in Revision 2 of the

calculation. The more accurate loads from Revision 2 of the calculation were bounded by the

loads from Revision 1, so the new loads were not explicitly evaluated in Revision 2. Accounting

for the new loads yielded very little added margin, and the anticipated margin did not meet the

screening criteria from Section 4.0.

For the evaluation of the East wall for horizontal flexure, the wall was originally evaluated as a

horizontal cantilevered beam, which is appropriate for the part of the east wall nearest to the

containment building. Since the stairwell being evaluated is far away from the containment

building and has perpendicular walls on the north and south end of the stairwell, the wall is more

accurately represented by a pinned-pinned or fixed-fixed beam. The anticipated moment was

calculated assuming pinned-pinned boundary conditions, which are more conservative than

fixed-fixed boundary conditions.

For the remaining evaluations that required additional margin, the reinforcement credited in the

calculation was less than the amount of steel that was actually installed. The margin was

recalculated using the actual reinforcement present in the walls.

MPR QA Form: QA-3.1-3, Rev. 0

Page 117 of 182
MPR Associates, Inc.

320 King Street *IM P R Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: B-5

0326-0058-63 Aj, Revision: I

Table B-3. Review Results

Emergency Feedwater Pumphouse, Room EFSTI

Location:

Areas Affected by ASR:

Calculations:

Drawings:

Emergency Feedwater Pumphouse Stairwell - EFST1

North and East Walls, Below Grade (El. (-)26'to 20')

EF-4, Rev. 9

101610, 101612, 101662, 101664, 101665

As Documented Options to Increase Margin

Structural Consider Other

Concern Options to Actuat Options icipated ASR ReeCiLoain of cr due to Red... ASR Reber Are. Anticiae concern?

Cute Watt Evotuation Pages Method Loads . E v Capacity Demand Margin ReAbr 1R AR Risk? Present Margin

(psi) Credited? ReAuirea Aqipn MaoReP

Required moment

Horizontal Dead, Live,

Flexure Hand Cale, Hydro, Lat. Embedment and =3.9In =3.One-way7EgeofAs = 3.39

Pland In One-way Earth, Dyn. 3000 C C A,= 3.5% Yes 3.5% W LengthSplice Emedme Yesof E East Plane 29 slab, in/ / in2 /fW Sles2 inLg No

Shear EL Cantilever Earth, Length

-26' t o 0'Seismic

Out of Hand Calc. Concrete Out

Plane One-way Hydro + V, = 36.9 Vý = 22.1 40% N,0 EP- East Shear EL 27A slab, Seismic 3000 N/A N/A kips kips 40% No A,V= in' N/A of Plane Shear No N/A No

-26' to O' Cantilever Capacity

Vertical Computer Dead, Live, A, 224

Axial R l Hydro, Lat. A" = 114 = 141 Embedment t E4 Es Teso '8 Run, - A,=11A = 141 in2'NAN 2

EPA East Tension 28 Earth, Dyn. 3000 C C in', Notes in 4 37% Yes 2 37% El. -26' Length/ Splice No N/A No

EL -26 to Earth, B & S Length

0' ment Table Seismic S

Vertical

Axial Approx Embedment A,= 1.58

Load and 29A- Computer P3 - 1065 2 Embedmength No 1.5 EF-4 East Run, Hand Note E 3000 C C P' = 3543 kips,' 70% Yes 0.18in 89% El. 0' Length! Splice No in'/ ft, E, N/A No Flexure B kips Note M tLength F

EL 0'o Note Gto

27'

Out of Conputer Concrete Oat

Plane V, =110 m2

EPA East Shear EL 29B Run. Hand Note E 3000 C C V. = 39 psi 65% No A, = 0 in N/A of Plane Shear No N/A No

0' to 27' Caic psi Capacity

Vertical

Reinf. for Dead, Live.

In Plane Computer Hydra. Lat. A, = 3.16 A, = 3.02 A, -3.02 Embedment A, - 3.16 EF-P East In 29C Run, Hand Earth, Dyn. 3000 C C inf m / ft. 4.4% Yes in2 

Moment in02 / ft / ft, 4.4% N/A Length/ Splice Yes A, in = 5 6% Yes 2 / ft

Cale Earth, Note S Note S Length El. 27' Seismic 1 127'

MPR QA Form: QA-3.1-3. Rev. 0

Page 118 of 182
MPR Associates, Inc. *M PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: B-6

0326-0058-63 J ).vA / ' ' Revision: I

As Documented Options to Increase Margin

Structural Consider Other

Concern due t Options to Actual Options ASR

c Loads WtE v Capacity Demand Margin Reber Rebar AS(Rnod) Location of AsR Reduce ASR Rebar Area Anticipatedn Concern?

Calc Wall Evaluation Pages Method s Ma Risk? Present

Load Credited? Required (P....) Moment

Dead, Live, Embedment

In Plane Computer Hydro, Lat. A, = 1.2 in A, , 0 %nA, 10 Length / Splice An 1.58 EF-4 East Shear El. 29C Run, Hand Earth, Dyn. 3000 C C N/t in/ Nft Horizes , 6 32% No

0' to 27' Cale Earth, ft, K Notes I & Horizontal

Seismic K K Rebar

Vertical

Axialnd Computer P 675 P, 663 Embedment A 2.54

EF-4 North Load and 55 Ran, Hand Note E 3000 C C k' - kip. 1.8% Yes N/A EL -28 Length / Splice No, Note T int/ ft, E. No Flexure Cakc Note L Length F.

EL -26' to

0'

Oat of Computer A, = 0.3 A, = 0.3

EF-4 North Plane 56-57 Run, Hand Note E 3000 C C A= 0. in '

2 /2ft 3.2% Yes in2 / 2 ft, 3.2% N/A N/A No, Note U AN 0.31o Shear EL 565. u ,H n oeE 3 0 in2 /2 2i in2 /2 Nf

-26a to Calc Note N Note N -26' to 0'

Vertical A, 0.79

Axial

Load and Computer P. = 1138 in2

/ft Embedment

EF-4 North 58-59 Run, Hand Note E 3000 C C P I kips, 19% Yes E.P.. 21% El. 0' Length/Splice No A, - 1.0 in2 No Flexure Calc kips Note L Notes F Length / ft E. F.

EL 0' to

27' &G

Vertical

Reinf. for Computer A. = 2.33 A= 2.33 EF-4 North In Plane 62 Run, Hand v 3 CA, = 5.08 in- / ft, 5 Coptr Hda--i 4 Yes / 4 En2 Ebedment A, N0 / egh pie N A,, = 5 08

Moment R and Seismic 3000 C C m2 /ft, E. F. E.F. E. F., Lengt in-/ft, E. F. No

EL -26' to Cale Note S Note S Length

Embedment

In Plane Computer Hydra + A, =254 A,= 1.08 A, = 1.08 Length / Splice

EF4 North Shear EL 63 Run, Hand Seismic 3000 C C i.2/f in / ft 57% Yes 57% Length for No in2/fNo

-26' to 0' Calb Note 0 Note 0 Horizontal

Rebar

Embedment

In Plane Computer Hydro + A, = 1.2 in2 A,= 1.08 A, - 10% N/A Length for Yes in5/ fl, 832% No

EF-4 North Shear EL 63 Run, Hand Seismic 3000 C C / in

2 / f 10% Yes in / fN Length f Yes8 in / f. 6N

0C to 27' Cain Horizontal Note P

Rebar

MPR QA Form: QA-3.1-3. Rev. 0

Page 119 of 182
MPR Associates. Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: B-7

0326-0058-63 , " ' ,'K Revision:I

Options to Increase Margin:

I. Evaluate as pinned-pinned or fixed-fixed. Calculation EF-4 evaluated the wall as a cantilever based on the portion of the wall nearest the containment enclosure building, but ASR is not observed in this

area. ASR has been observed in the stairwell, and the stairwell east wall is braced by the north and south walls of the stairwell. For pinned-pinned, moment is wL2

/8 rather than wL2/2, so moment is

reduced by 75%. The flexure load is 29% of the load, so the demand decreases by 22%.

2. Not used.

3. Not used.

4. Not used.

5. Consider reduced load from Rev. 2 of calculation.

6. Account for additional steel present over that which was credited in the calculation.

Specific Notes:

A. Not Used

B. The total available reinforcement was not explicitly calculated in EF-4, though a methodology is prescribed and the reinforcement present is judged to be sufficient. The available reinforcement presented in

the table above is calculated based on the prescribed methodology in EF-4. Rebar area presented is for 40% of the wall plus 24 ft of the north wall (considering compression rebar only).

C. The concrete material elastic modulus and Poisson's ratio used in the computer analysis were not provided. These properties were not used in the hand calculation portion of the calculation.

D. Not used.

E. The applied loads and load cases used in the computer run used to get the moment, axial load, and shear on the wall were not identified.

F. Not used.

G. The required rebar was calculated following the same methodology presented in the EF-4 calculation, but with progressively lower values of steel area until the limit was reached.

H. Not used.

I. Not used.

J. The minimum reinforcement area is more limiting and is the required rebar area listed.

K. Rebar area presented is the total from both faces.

L. Load P,, is given for a 25' wall used in a computer model.

M. Load P, is given for a 22.5' wall used in a computer model.

N. The requirement for minimum shear reinforcement area is bounding.

0. The minimum reinforcement requirement is most limiting.

P. Calculation was performed assuming #7 @ 12" E.F., but the actual design has #8 @ 12" E.F.

Q. Not used.

R_ Not used.

S. A technical issue with the derivation of this rebar area was identified during review and has been communicated to the plant by separate correspondence. The technical issue is addressed outside of this

review. The margin presented is based on the methodology documented in EF-4.

T. There is through-thickness (3-way) rebar in the lower region of the wall where the moment is highest and where rebar splices are present. When through-thickness rebar is present, there is no significant

negative effect on lap splices from ASR.

U. There is through-thickness rebar, so there is no anticipated reduction in shear reinforcement capacity from ASR.

MPR CA Form: OA-3.1-3, Rev. 0

Page 120 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: C-1

0326-0058-63 " I Revision: I

C

Electrical Tunnel 'B', Room CBST1

C.1 ASR Affected Areas

Pattern cracking has been observed in the North, East, and West walls below grade in the

Electrical Tunnel B stairwell, room CBSTI. As such, the three walls are evaluated for potential

degradation from ASR in addition to the floor slab.

C.2 Reviewed Calculations

Calculations CD-20, Revision 4 and C-S-1-10159, Revision 0 were reviewed. Calculation

C-S-1-10159, Revision 0 addresses a reduction in concrete compressive strength based on core

bore testing. Only the relevant information pertaining to the evaluation of the ASR-affected

areas listed above was reviewed as part of this effort. The results of the review are presented in

Table C-2.

C.3 Calculation General Methodology

The loads on the East wall of room CBSTI are calculated using a computer model. These loads

are then evaluated using hand calculations and an interaction diagram to ensure that the wall can

carry the required loads. For all other walls of CBSTl and the slab, the loads on the structure are

calculated by hand. The calculated loads are from hydrostatic pressure, seismic loads, and

deadweight. Hand calculations and design aids are used to evaluate the areas for the required

loads.

C.4 Evaluations without Sufficient Anticipated Margin

None.

C.5 Evaluations with Sufficient Anticipated Margin

The evaluations in Table C-I satisfied the screening criteria described in Section 4.0. In some

cases, the margin documented in the calculation did not meet the screening criteria, so additional

margin was extracted from the evaluation by one of the methods described in Section 5.2. The

additional margin was sufficient to satisfy the screening criteria. The applicable evaluations for

which additional margin was calculated are indicated in Table C-I and Section C.6 describes the

methods used to extract the additional margin. For the cases in which the documented margin

met the screening criteria, the "Anticipated Margin" column reports the documented margin.

MPR QA Form: QA-3.1-3, Rev. 0

Page 121 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: C-2

0326-0058-63 ?•,i,., , • ' / Revision: 1

Table C-I. Evaluations With Sufficient Anticipated Margin

Electrical Tunnel 'B', Room CBST1

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Horizontal Embedment &

East Minimum Splice Length 8.9% Yes 54%

Reinforcement Increased 17%

Vertical Embedment &

East Reinforcement: Splice Length 19% No 19%

Flexure Increased 17%

In Plane ShearEmeen&

East IPlan Shear E Splice e Length n 16.8% Yes At Least 17% (El. -20' to 0') Increased 17%

Embedment &

Splice Length

Increased

In-Plane Shear 17%, but 5.1%

East (El. 0'to 21.5') margin 11.9% No 11.9% required to

meet screening

criteria (see

Section C.6)

Horizontal Embedment &

West Reinforcement: Splice Length 26% No 26%

Flexure Increased 17%

Vertical Embedment &

West Reinforcement: Splice Length 15% Yes 19%

Flexure Increased 17%

Vertical Embedment &

North Reinforcement: Splice Length 60% No 60%

Flexure Increased 17%

Concrete

Out-of-plane Shear Capacity 6.2% 3.7%

West Shear Reduced 25% (for f c = 4790 Yes (for fc = 3000

(for f c = 4790 psi) psi)

psi)

Concrete

Shear Capacity -3.2% 3.7%

West Out-of-plane Reduced 25% (for fc = 5458 Yes (for f c = 3000

(for ftc = 5458 psi) psi)

psi) I I I

MPR QA Form: QA-3.1-3, Rev. 0

Page 122 of 182
MPR Associates, Inc. FAMPR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: C-3

0326-0058-63 " ' A., /• Revision:I

Table C-1. Evaluations With Sufficient Anticipated Margin

Electrical Tunnel 'B', Room CBST1

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Embedment &

Slab Flexure Splice Length 34% No 34%

Increased 17%

Concrete

Slab Shear Shear Capacity 44% No 44% Reduced 25%

C.6 Methods Employed to Gain Additional Margin

For the East wall (all elevations) ACI Code minimum horizontal reinforcement evaluation,

additional margin was gained by accounting for the additional reinforcement installed beyond

that credited in the calculation.

For the East wall (El. -20' to 0') in-plane shear evaluation, margin was found by accounting for

an anticipated increase in the concrete shear capacity (see Section 4.0). This reduced the shear

demand on the steel reinforcement. The anticipated increase in shear strength compared to that

credited in the analysis is 25%, even after accounting for a potential reduction in strength from

ASR. However, only a 2% increase in shear strength is required to meet the screening criteria

from Section 4.0. For the West wall vertical flexure evaluation, additional margin was credited

by using an accurate value for the depth of the rectangular compression block. A conservative

value was used to calculate the margin documented in the calculation.

For the out-of-plane shear evaluations of the West wall, a simple 3-D finite element model of a

plate fixed on all four sides was used to calculate a more accurate value of shear load. The

calculated shear load was compared to the unreinforced shear limit for concrete with 3,000 psi

compressive strength (calculated from 2J7-, ). Based on the information in Reference 5, the

anticipated increase in concrete shear strength beyond the ACI Code allowable will exceed the

potential reduction in concrete shear capacity due to ASR.

For the in-plane shear evaluation of the East wall for elevations 0' to 21.5', no additional margin

was able to be credited, but the demand on the lap splices was able to be reduced. Of the two

rebar mats installed, only one mat was anchored using lap splices. The other rebar mat was

anchored using rebar hooks, which are not expected to have reduced strength from ASR (see

Section 4.0). Since there is margin documented in the calculation, the rebar anchored with hooks

can carry additional load to reduce the demand on the rebar anchored with splices.

MPR QA Form: QA-3.1-3, Rev. 0

Page 123 of 182
MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: C-4

0326-0058-63 - A" /YA,. Revision: I

Table C-2. Review Results

'B' Electrical Tunnel, Room CBSTI

Location:

Areas Affected by ASR

Calculations:

Drawings:

'B' Electrical Tunnel - CBSTI

North, East, and West Walls and Floor Slabs - Below Grade (El 20' and below)

C-S-1-10159, Rev. 0 and CD-20, Rev. 4

111340, 111342, 111343, 101345, FP11545

As Documented Options to Increase Margin

Structural Consider Other

Concern due Options to Redce ebr Actual AeaAnticipated Options Concern? ASR

Rebar Rebar Area Autoq'ni Location of to ASR Area Margin

Catc Watt Evaluation Pages Method Loads f' 1psil 8 v Capacity Demand Margin ASMao5R Risk? Present moment

Horizontal Hand A, = 1.58 A, = 1.44 A, = 1.44 Embedment/ A, = 3.12

CD-20 East Min 45 Cale, ACI N/A N/A N/A N/A int

/fl, in-/fl, 8.9% Yes in/ft, 8.9% N/A Splice Yes mn/ft, 6 54% No

Rebar Code Note A Note A Note A Length Note A

Vertical Computer P, = 150k Pý - 113.5k A, = at Embedment/ Run, ". 24%, A = 1.56

CD-20 East Reinf., 46-47 int Note B Note D J J Ma =120 fl-k at, =11.31 Note C Yes most 1.27 19% Splice No in-/ft, E.F. No

Flexure Diagram Note T fl-k in2

/fl, E. F. Length

CD-20 East In 

Shear- Plane Computer Dead, Rebr Rebr A. = Embedment/ A, = 4.16 At least 48-53 Run, Live, 3000 J J Spacing = Spacing = 16., Yes 3 46in2

" 168% N/A Splice Yes in/fi, 7 17%. No EL -201 to 14.42", Notes A & 0 ' Hand Cale Seismic 12" Note F U Length Note A Note L

to PaceComute Dea, A = .12 A, =2 275 In Plane Computer Dead, A. = 3.12 Ai=/ft. A, = 2.75 Embedment/ A, = 3.12 No Note CD-20 East Shear EL 48-53 Run, Live, 3000 J 1 in/fl, Note 'A & 11.9% Yes in2/fn, 11.9% N/A Splice Yes ino/fl, 8 11.9% E

0' to 21.5' Hand Cale Seismic Note A N A & E

F Note A Length Note A

West Horizontal Table, Hydro + A,.= = 1. 1.16 Edge Embedment! CD-20 (Sht. 4, Reinf+ 66 Two-way 3000 N/A N/A 1 infit E. F., 26% Yes ,/ft 1.1 26% (Mid- Splice No No

Wall B) Flexure slab Seismic in/ft, E. F. Note G E. F. span) Length in/f•, E. F.

West Vertical Table, Hydro + A , 1.00 A, = 0.85 A = 0.85 EL -20, Embedment/ A, = 1.00 CD-20 (Sht. 4, Reinf., 67 Two-way Seismic 3000 N/A N/A i E.F. in/fl E. F., 15% Yes ., E F. 15% EL-20', Splice Yes 3 19% No

Wall B) Flexure slab Note G n/fl .F. mid-spft, E.F.

North Vertical Hand. Ad=1.00 A, = 0.40 Embedment/ A. = 00

CD-20 (Sht. 4, Reiof., 75 One-way Seismic + N/ N/ Nn t Watt Fl Plexure stub Seimi 6/fl =.0 E. F. inote /fl E. t.. F., 60% 60oYs Yes n/fl, ,= 0.40 H. F. 60% EL -20' Splice Legt No 6/fl, . E. F. No WalF leuesa Note I Length

West Concrete

C-S-I- (Sht. 4 Out-of- Table, Out-of- 3.7% with

10159 ofCalc plane 3-4 To-way 4790 N/A N/A V, = 26.85 V, = 2

shear Seismic k/fl k/ft, Note N 62 NoN/A Flone Shear Yes If 00 N CD-20, shear slab Capacity, psi Wall Bt) Note W

MPR CA Foru: OA-3.1-3, Rev. 0

Page 124 of 182
MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: C-5

0326-0058-63 , , 4/ ' Revision: I

As Documented Options to Increase Margin 1Strocturl consider Other

Concern due Options to Actuet Options ASR

oAiqfta Loca~tion Of C. tA5R Reduce Reber Awe Anticipated concern?

Cale ion Pages Method Loads a . (psi) E I v Capacity Demand Margin Rebar Credited? Rebu Required Awre 1- AolPe.mra i Momett oAR ARRik Prsn Margin

Concrete

West Out-of- A4 Computer Vi = 29.46 3Outof- 3.7% with

CD-20 (Sht. 4, WlSI plane ser A6 Run RaHadSesicV Hand Sei s 5 =94 kVf, 3.1 -3.2% -. % No N N/A Plane Shear Yes I t, = 3000 No

Wall B) shear Calc Capacity, psi

Note W

Hand,

One-way Hydro + Aiu = A, 0 -wa 34%• 0.52 Embedment/ Splice No Ae CD-20 Slab Flexure 87 slab, Dead + N/A N/A N/A A, = 0.79 0.52 inm/f, 0 nY 34% N/A 0 Na, 

simply Seismic iNo/fl E.tF. E. F, E F., Length in/It, E F.

supported Note S Note S

Out of Hand Hydro + Concrete V, = 26.8 /A Oat of Plane

CD-20 Slab Plane Cl Calc. One- Dead + 3000 N/A N/A V, = 48 kip/ft kip/6.8 44% No N/A No No

Shear way slab Seismic pShear Ci 

Capacity

Options to Increase Margin:

1. Create FEA model to better approximate load distribution, and recalculate shear load a distance'd' away from the face of the support walls.

2. Not used.

3. Use a calculated value of'a' (depth of equivalent rectangular stress block) rather than the conservative value assumed in CD-20.

4. Not used.

5. Not used.

6. Account for additional reinforcement above that credited in the analysis.

7. Account for increased concrete shear capacity based on anticipated concrete strength.

8. Since rebar on one face is anchored using lap splices and the other face uses standard hooks (of which the strength is not impacted by ASR), account for a reduced demand on the spliced rebar.

Specific Notes:

A. The rebar area presented is the total rebar area from both faces.

B. There are no details given about what loads were actually evaluated in the computer run, though Sheet 7 describes the limiting load cases.

C. Calculated based on the axial load capacity for a moment equal to Mu.

D. The material properties used to develop the interaction diagram were not provided.

E. The rebar on the inside face of the wall from elevation 0' to V' and 2.75' to 17.5' is not anchored using splices (DWG FP 11545). The rebar between elevations V' and 2.75' are spliced, but there is three-way

reinforcement surrounding the splice. Thus, splices vulnerable to reduced strength from ASR are only on the outside face of the wall. Since there is 11.9% margin for the inside face steel, it can carry

additional load and reduce the demand on the outside face steel. The margin required to offset the lap splice strength reduction from ASR will be 17% - 11.9% = 5.1%.

F. Total shear load above EL 21.5' was calculated in CD-14.

G. Instead of triangular hydrostatic load, load was approximated as rectangular.

H. Plate was considered to be fixed on all sides.

MPR CA Form: QA-3.1-3. Rev. 0

Page 125 of 182
MPR Associates, Inc.

320 King Street *M PR. Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: C-6

0326-0058-63 " - ' ,•,, Revision: I

1. Full height of wall is used (42') for determining ifit is a one- or two-way slab, but the wall is intersected by a slab at the wall mid-height. The portion ofthe wall below the slab is the only portion of the

wall with hydrostatic pressure and is 20' x 11.33'. In the calculation, the hydrostatic load was given a triangular load distribution along the horizontal span of the wall and the horizontal span was evaluated

as a one-way slab. The hydrostatic load should be constant over the horizontal span; however, evaluating the wall as a one way slab with the triangular load distribution produces conservative results

compared to a two-way slab analysis, which is more appropriate.

J. A computer analysis was used to calculate the loads on the structure. The concrete material properties used in the model were not specified in CD-20.

K. Not used. I L. If the concrete shear capacity is increased by 2%, the screening criterion for lap splices is met. The anticipated increase in shear strength is 25%, even after accounting for potential shear strength reduction

from ASR, so the evaluation is expected to have sufficient margin to offset any adverse ASR effects.

M. Not used.

N. Wall was treated as fixed on three sides, pinned on top. This was so that a table for a triangular load distribution could be used.

0. Not used.

P. Not used.

Q. Not used.

RI Not used.

S. The minimum required reinforcement evaluation controls the rebar required for flexure, so the minimum reinforcement requirement is presented here.

T. The moment and axial force limits were each calculated assuming that the other load (force or moment) was equal to the demand value.

U. This number is not presented in calculation CD-20. Instead, it is calculated using the same methodology documented therein.

V. Not used.

W. Since this evaluation already accounted for an increase in the concrete compressive strength beyond 3000 psi (thus, increasing the concrete shear strength), there is an anticipated 25% reduction in the

calculated concrete shear capacity (see Section 4.0).

MPR QA Form: QA-3.1-3, Rev. 0

Page 126 of 182
MPR Associates, Inc.

M P R 320 King Street

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Calculation No. Prepared By Checked By Page: D-1

0326-0058-63 L , - ,- ( Revision: 1

D

RCA Tunnel, Unit 1 Tunnels

D.1 ASR Affected Areas

The West and East walls in the RCA Tunnel of Unit I show evidence of tight pattern cracking

and active seepage. The areas evaluated for potential degradation by ASR are the north end of

the East wall from elevation 0' to the ceiling and the West wall at the location of core bores

RCAW 1-4.

D.2 Reviewed Calculations

Calculation SG-1 Revision 2, CD-10 Revision 1, and W3B-69 Revision 7 were reviewed to

determine the documented margin for the West and East walls of the RCA Tunnel. Only the

relevant information pertaining to the evaluation of the ASR-affected areas listed above was

reviewed as part of this effort. The results of the review are presented in Table D-3.

D.3 Calculation General Methodology

Calculation SG-I, Revision 2 evaluated the walls of the RCA Tunnel in the Non-Essential

Switchgear Room. The walls were conservatively designed based on the larger loads determined

for the RCA Tunnel which runs from the Emergency Feed Water Building of Unit #2 to the

Administration Building. These loads were referenced from calculation EM-7. The loads on the

tunnel walls were calculated by hand and then used in a computer analysis that modeled the

tunnel as a single bay portal bent, fixed at the base. Once the loads were calculated, the walls

were evaluated by hand to ACI Code limits (Reference 3).

Calculation CD-10, Revision 1 evaluated the walls and mat slabs in the RCA Tunnel under the

Control Building. An interaction diagram was used to evaluate the walls. The moments on the

walls were determined by modeling the walls as one-way slabs and the axial loads were

calculated from the loads from the above slab.

Calculation WB-69, Revision 7 evaluated the walls and slabs for the pipe tunnel of the Waste

Processing Tank Farm. The tunnel was modeled as a two-dimensional rigid frame and was

analyzed by a computer. The reinforcement in the walls was evaluated against the minimum

required by code.

MPR QA Form: QA-3.1-3, Rev. 0

Page 127 of 182
MPR Associates, Inc.

*M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: D-2

0326-0058-63 ~ d A ~Revision: 1

D.4 Evaluations without Sufficient Anticipated Margin

The evaluations in Table D-1 did not meet the screening criteria described in Section 4.0. Unlike

the other areas evaluated in the calculation, the reinforcement in this portion of the RCA tunnel

consists of No. 6 bars. As discussed in Section 4.0, bars smaller than No. 7 require 40% margin

to meet screening criteria for development and splice length. No simplified methods for

extracting additional margin were able to be employed to meet these criteria. For the two flexure

evaluations, more margin may be found from re-evaluating the structure with a detailed

computer model, but this effort was beyond the scope of this review and the potential benefit

from such efforts is unknown. For the three evaluations in Table D-1, the "Anticipated Margin"

column reports the documented margin.

Table D-1. Evaluations Without Sufficient Anticipated Margin

RCA Tunnel, Unit I Tunnels

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

NE Corner of Vertical Reinf: Embedment &

Flexure and Splice Length 18% No 18% Compression Increased 40%

NE Corner of Horizontal Embedment &

Tunnel Reinf: Shear Splice Length 39% No 39% Increased 40%

West WallWestWallEmbedment &

(Control Bldg) - Flexure and Splice Length 18% No 18%

Core Bore Tension IceaLen 1N8 RCAW-1 RCA &2Increased &211W1 40%

D.5 Evaluations with Sufficient Anticipated Margin

The evaluations in Table D-2 satisfied the screening criteria described in Section 4.0. The

following two evaluations are in a different portion of the RCA tunnel than the evaluations

discussed in Section D.4. The reinforcement in this portion of the RCA tunnel consists of No. 8

bars. For both cases, the "Anticipated Margin" column reports the documented margin.

MPR QA Form: QA-3.1-3, Rev. 0

Page 128 of 182
MPR Associates, Inc. IM PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: D-3

0326-0058-63 ' , "4, " Revision: 1

Table D-2. Evaluations With Sufficient Anticipated Margin

RCA Tunnel, Unit I Tunnels

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%) Calculated?

West WallWestWallEmbedment &

(Control Bldg) - Vertical Embedment &

Core Bore RCAW-3&4Increased Minimum Reinf Splice Length 17% 72% No 72% RCAW-3&4

West)Wall Horizontal Embedment &

(Control Bldg) - Minimum Splice Length 54% No 54%

RCore BorReinf. RCAW-3&4 Increased 17%

D.6 Methods Employed to Gain Additional Margin

For the evaluations in Table D-1, no additional margin could be gained to meet the screening

criteria outlined in Section 4.0. It should be noted that the loads used on the walls were

calculated based on a different portion of the RCA tunnel, which runs from the Emergency Feed

Water Building of Unit #2 to the Administration Building. Reevaluating the RCA Tunnel with

the actual loads applicable to this portion of the RCA tunnel could identify additional margin.

For the evaluations in Table D-2, no additional margin needed to be gained to meet the screening

criteria outlined in Section 4.0.

MPR QA Form: QA-3.1-3, Rev. 0

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MPR Associates, Inc.

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Calculation No. Prepared By Checked By Page: D-4

0326-0058-63 ' , - Revision: I

Table D-3. Review Results

RCA Tunnel

Location:

Areas Affected by ASR:

Calculations:

Drawings:

RCA Tunnel

NE Wall @ El. 0' & All Cored Walls

SG-1 Rev. 2, CD-10 Rev. 1, WB-69 Rev. 7

112000,111340, 111342, 111814, 111821

As Documented Options to Increase Margin

structural nende Options Consider to Ata Other pin S Location of Concern due Actu Optio Anticipated cnR Max Reduce Rebar Area Concern? cac Wl vlainf.Rehar Rebar Area AtonaAMSR Reuce Rrarire

Calc Wall Evaluation Pages Method Loads E v Capacity Demand Margin credited? Required 1- A.IRq Moment to ASR ASR Risk? Present Margin

(psi) R q ie Ardtd 

Vertical

NE NE Comer ome Vertica Rcnf: 58-60 Hand Cale (FD 3000 H H P, = 26.5 k P. = (1.1 18G)2 A,= 0.36 Development A, = 0 44 SG-l ofTunnel Flexure and k (G) Yes in-'/ft E.F. 18% - / Splice Yes. (L) in/f - 18% Yes, (L)

Compression I (D) Length E. F.

v.= 138

Comer Horiznal FEM, Hand V.NE vc = 108 psi psi Development A, = 0.44

S-I funnel Reinftal 62-63 Cal n (1) 3000 H H A, = 0.88 AA5 ,.)-= 39% Yes A. i -0.54 39% - / Splice Yes, (L) in/ft -- 39% Yes. (L)

oSn2/fi 0.54 mi2

/fi, niB E. F. Length E. F. (J)

Axial: Axial

West Wall 22 k (ten) 15.21 k

CD- (Control Flexure and Interaction Hydro, Moment: tcomp.) A,= 0.36 Development A, = 0.44 Bldg) - Core Tension Diagram Sim (E)8.6 ft-k (B, K) Yes in /ft E.F. 18% - /Splice Yes, (L) in2

/t -- 18% Yes. (LI Bore Seismic (E3 5 F) Length E.F.

RCAW-l&2 A,= 0.44 036 in2

/6

in

2

/ft E. F.

E.F.

West Wall

(Control Vertical 41, A,(-.) = A_.)rm, = Development A, = 0.79

69 Bldg) - Core Minimum 45, Hand Cale N/A N/A N/A N/A /079 0.22 in/ft 72% Yes 0.22 inF/ft 72% 1 Splice No, (A) i.- / - No

Bore Reinf M13 E. F. (C) E. F. (C) Length E. F. RCAW-3&4

West Wall

WB- (Control Horizontal 41, AA-0.9 A., -= Development A, = 0.79 B 2 0.36 in/t 54% Yes 0.36 i/ft 54% - / Splice No, (A) in2 BolBdg) /f6 .. . No - Core RifMinimum 45.M3 Hand Calc N/A N/A N/A N/A 036lEF .F C .. (C eghEF

4. F. (C) E. F. (C) Length E. F. IRCA W-3&.4 I_______ I I________ ____ I__III__IIII__IIII _ 

Specific Notes:

A. Margin for reinforcement required is greater than screening criteria of 17% for development and splice length.

B. Conservatively assumed all of the moment from the mat spanning the tunnel is transferred to the rest ofthe mat and the shear is transferred to the wall - Sheet 6 of 10.

MPR QA Form: QA-3.1-3, Rev. 0

Page 130 of 182
MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: D-5

0326-0058-63 2 ,, / -, Revision: I

C. The demand loads for this section of the wall are not clearly defined. The calculation states that nominal reinforcement is adequate based on inspection. From page M13 of this calculation, nominal

reinforcement is defined as 0.0025xbxt for horizontal reinforcement and 0.0015xbxt for vertical reinforcement. This is the origin of the required reinforcement for this section.

D. Value is based on a scoping calculation to determine the minimum area of reinforcement required to resist the applied loads. This value is greater than the minimum required by the Code.

E. The moment and axial force limits were each calculated assuming that the other load (force or moment) was equal to the demand value.

F. Point is within the interaction diagram curve for the #6 @ 12". Based on a scoping calculation, the area of steel required to resist the moment and axial force will be less than the minimum requirement.

G. Margin based on axial load.

I H. These properties were not used in the evaluation ofthe wall as documented in the indicated calculation. The calculation that developed the loads used in this calculation, EM-7, gives an E of 3.000E+06 psi, but does not state the value of,.

1. The loads used in the calculation were referenced from calculation EM-7. The loads considered in EM-7 are: dead, hydrostatic, soil pressure, compaction and surcharge, and seismic (OBE).

J. Based on minimum required horizontal reinforcement for walls, 0.0025×bxt.

K. Margin based on A,.

L. Margin for reinforcement required is less than the screening criteria of 40% for development and splice length for bars smaller than No. 7.

MPR QA Form: QA-3.1-3. Rev. 0

Page 131 of 182
MPR Associates, Inc.

UMPR 320 King Street Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: E-1

0326-0058-63 Revision: 1

E

Diesel Generator Building, Room DG102

E.1 ASR Affected Areas

The East wall of the Diesel Generator Building, room DG 102, shows evidence of cracking,

potentially by ASR. The area evaluated for potential degradation by ASR is the East wall in

DG 102 from elevation (-) 16' up to grade. Though the West wall was reviewed to document

existing margin, no indications of ASR were reported in the walkdown report for this wall in

room DG102 (Reference 7).

E.2 Reviewed Calculations

Calculation CD-18, Revision 5 was reviewed to determine the documented margin for the East

wall of DG102. Only the relevant information pertaining to the evaluation of the ASR-affected

areas listed above was reviewed as part of this effort. The results of the review are presented in

Table E-3.

E.3 Calculation General Methodology.

Calculation CD-18, Revision 5 evaluated the walls below grade and the mat foundation for the

Diesel Generator Building. The walls and slabs were designed as vertical frame sections, in the

North-South and East-West directions. The moment distribution method was used to calculate

the final moments acting on the walls slabs. The in-plane moments were calculated by hand and

the vertical tension and compression loads on the walls were detennined with a computer

analysis. The required reinforcement was determined based on moment diagrams and interaction

diagrams for the walls.

E.4 Evaluations without Sufficient Anticipated Margin

A single evaluation in Table E-I did not meet the screening criteria for lap spice/embedment

length described in Section 4.0. Additional margin was calculated above what was documented

in the calculation, but the anticipated margin still did not meet the screening criteria of Section

4.0. Section E.6 describes the method used to extract the additional margin documented in the

table.

MPR QA Form: QA-3.1-3, Rev. 0

Page 132 of 182
MPR Associates, Inc.

M P R 320 King Street

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Calculation No. Prepared By Checked By Page: E-2

0326-0058-63 L , , / Revision: I

Table E-1. Evaluations Without Sufficient Anticipated Margin

Diesel Generator Building, Room DG102

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Embedment &

East Flexure Splice Length 5.3% Yes 10%

Increased 17%

E.5 Evaluations with Sufficient Anticipated Margin

Table E-2 contains the evaluations for the West and East walls that met the screening criteria of

Section 4.0. The evaluations of the West wall are not considered an operability concern for ASR,

regardless of margin.

The evaluations of the East wall satisfied the screening criteria described in Section 4.0. In one

instance, the margin documented in the calculation did not meet the screening criteria, so

additional margin was extracted from the evaluation by one of the methods described in

Section 5.2. The additional margin was sufficient to satisfy the screening criteria. The

applicable evaluations for which additional margin was calculated are indicated in the following

table and Section E.6 describes the methods used to extract the additional margin. For the cases

in which the documented margin met the screening criteria, the "Anticipated Margin" column

reports the documented margin.

Table E-2. Evaluations With Sufficient Anticipated Margin -

Diesel Generator Building, Room DG102

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

N/A

West Flexure (ASR not 16.3% No 16.3% observed in West

Wall)

N/A

West Flexure observed (ASR not 7.7% Yes 13% in West

Wall)

MPR QA Form: QA-3.1-3, Rev. 0

Page 133 of 182
MPR Associates, Inc.

MM PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: E-3

0326-0058-63 /rA.•c ;' ": ,: ý , Revision: 1

Table E-2. Evaluations With Sufficient Anticipated Margin

Diesel Generator Building, Room DGI02

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

N/A

West Flexure (ASR not 25% No 25% observed in West

Wall)

N/A

West Flexure (ASR not 23% No 23% observed in West

Wall)

N/A

West Flexure (ASR not 20% No 20% observed in West

Wall)

N/A 8.9%- 30%

West In Plane Shear (ASR obevdi not et 8.9% Yes (See Table observed in West E3

Wall) E-3)

N/A

West Flexure (ASR not 17.7% No 17.7% observed in West

Wall)

Embedment &

East In Plane Shear Splice Length 8.9% Yes 30%

Increased 17%

Embedment &

East Flexure Splice Length 20% No 20%

Increased 17%

Embedment &

East Flexure Splice Length 25% No 25%

Increased 17%

Out of Plane Concrete Shear

East Shear Capacity -1.2% Yes 30%

Reduced 25%

MPR QA Form: QA-3.1-3, Rev. 0

Page 134 of 182
MPR Associates, Inc.

*M PR 320 King Street Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: E-4

0326-0058-63 ' Revision: I

E.6 Methods Employed to Gain Additional Margin

The evaluation of the East wall for flexure, listed in Table E-l, did not meet the screening

criteria described in Section 4.0. Additional margin was identified by using an interaction

diagram which credits the compression steel.

The evaluation of the East wall for in-plane shear, listed in Table E-2, identified considerable

margin by crediting the staggered horizontal rebar splices, which reduces the required lap splice

length. The evaluation of the East wall for out-of-plane shear identified margin based on a

scoping calculation with a 3D solid finite element model of a wall with the same dimensions and

loads as the East wall. The wall was fixed on all sides and was evaluated for hydrostatic,

seismic, static, and dynamic soil loads.

Although the evaluations of the West wall for flexure and in-plane shear, listed in Table E-2,

were considered acceptable, additional margin was identified in some cases. The evaluation of

the West wall in flexure identified additional margin by taking into account the compressive load

acting on the West wall due to the self-weight of the wall and the weight of a portion of the slab

above the West wall. This compressive load, along with the moment on the wall, was used in an

interaction diagram to determine the area of reinforcement required. The in-plane shear

evaluation of the West wall identified margin in portions of the wall because the horizontal rebar

in the wall above elevation (-)8.5' was staggered and the horizontal rebar in the wall below (-)12'

on the inside face of the wall was anchored with hooks at both ends.

MPR QA Form: QA-3.1-3, Rev. 0

Page 135 of 182
MPR Associates, Inc.

320 King Street *MPR Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: E-5

0326-0058-63 ' " )d:,A •=-- Revision: I

Table E-3. Review Results

Control and Diesel Generator Building, Room DG102

Location:

Areas Affected by ASR:

Calculations:

Drawings:

Control and Diesel Generator Bldg - DG102

East Wall - EL -16'

CD-18, Rev. 5

101381, 101382, 111384, 111385, FPI0288, FP13396

As Documented Options to Increase Margin

Structural Consider Other Location Max of Concern toAR'' du Reduce Options ASR to Reber Actual Area Options Anticipated Concern? onR Rebar Roher Area 1- A51

(, 5.,, Momna o ReueASR Risk r Areaen Margin

Calc Wall Evaluation Pages Method Loads r. E v Capacity Demand Margin Credibed? Required a Moment tRisk? PresentMargi

Hydro, Static Ag) = Ar = FEM, Soil Pr., A= 1.61 in/0i t6M 16 in2/ftt

CD- West 

CD- Moment r. A.= C.6 nF 16.3% C1 Fin-0 h t A, = Flexure 28 d on surcharge, /A, /A 2.08 in2/0 ** _ (based on Yes 163% . Ememen No, (D) 2.08 i No, (D, 111) dsrbton compaction, / E. F/ .8 E.F min)f E -F (A) 20. F.met

method and seismic CF 1.74 in/ft n.7) inE.F.

(OBE) E. F., (W) E.F., (W)

Hydco. Static Av, ~ As.-01 FM 1 1.92 in2

/i t FE, Soil Pr., A,= 2- 7.7%A, CD- Ws Moment . E. F C F. E l 21'-6" Embedmsent/lo

distribtion charge I I /A 2sed S= m 6 o (A) Splice Length CF. (H, 111) 8compactionE.F - 2 reurdE.. method No Seismic) 174 in r e 1.74 in-/ft OSE) E. F. (W) E.F., (WI

Hydro., Static Tension:

Interaction Soil Pr., PA 130 Tension:

CD- Diagranm, surcharge, k Pa = 61 .t k 280'6 A,= medet A,=, West Flexure 62 1 N/A N/A t se 1.56 in2

/F 757,; El. 20'(Ai Embedment/ No,(D) 2.08 in/f - No, (D, 11l) tohpuer compaction, Mu 275 MuO=197 11-/ (moment) E. (L) Splice Length CE.F.

Model and seismic EF-k k (N)

(OBE) __ 0)__

Hydro., Static

Soil Pr., Tension:

surcharge, Pu =120 Tension: CtD- Ineraction compaction, k Pu = 61.1 k 26% A,= Am= West Flexure 63-64 Diagram, and seismic N/A A Mu = 275 Mu 204.3 (moment) Yes 1.60 in2 /f 23% -- Spmbedmengt No, (D) 2.08 int

/ft - No, (D, 111)

It EA (OBE). f- N EF,()EF. Ctk 

seismic soilf-k k (N) F., IL) Splice Length

pressure due(0

to surcharge _ _ _=_120_Tension:

MPR CA Form: QA-3.1-3, Rev. 0

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Calculation No. Prepared By Checked By Page: E-6

0326-0058-63 , Revision: 1

As Documented

Calc Wall Evaluation Pages Method Loads E v Capacity Demand Margin Rebar

Credited?

RebarArea

Required

Location of Max

Moment

Structuraldu Structural Options Considerto

to ASR Reduce ASR

Risk?

uptnons To increase margin

Other

Actual Options Anticipated

Rebar Area Margin

Present

ASR

Concern?

Hydro.. Static

Soil Pr.,

surcharge, Tension:

C X D e t76A Interaction Interactio compaction, and seismic Pu = I10 Tension 1%A.= A,= C - West Flexure - Digrm D iagram , an e s i .k P u = 6 1. 1 k 21.. 1.67 in" /l t E m bed m ent !/o t l (OBE). I N/A N/A kP =611k 2% Yes 1.7i2/t 20% Em em nt.o108 i:/ft No, (111)

D,62 Computes ( s/ u= 2

75 Mu-217ft- moment) E.F. Splice Length No F.

Model seismic pressure Soil due fl-k k (N) (L, X) EF.

to surcharge, (0)

dynamic soil pressure - ARrqd ADead Load, 0.38 =n

2 qft

CD- tn Plane Computer Live Loa, d /A A A-= 0.38 in./Yt 0.38 in/ft Embedment/ in 2

/8.929% (U)

18 West Shear Ad Code & and seismic 0.79 in/ft 072 A /ft Yes 0.729% Aq,= 8.9% Splice Length Yes 0.79E.F. 2 30% (V) No, (G, III)

(OBE) E.F. E. F.

Hydro.. Static

Soil Pr,

surcharge,

FEM. compaction,

CD- West Flexure 76A- Moment and (OBEI, seismic I [/A NIA M 37. = lkk17.7% M,, 310 ft- Yes Embedment/ No, No, (D) .. .

18 D distribution seEismic soil t /A / Splice Length (E. D. 111) method sesisol368f- k pressure due

to surcharge,

dynamic soil

pressure

Computer Dead Load, A,- A,,, A A,=

CD- Et Plane Live Load, Embedment/ 0 /ft 76 Mdel oEast & and I N/A N/A 0.79 in /ft 0.72 in /ft 8.9% Yes 0.72 in2

/ft 89" S Eed ent Yes 30% No 18 Shear Ant Cd AC oe (DEseismic (OBE) E.(C .. () EF.Splice EFE.. LengthE.F

Hydro., Static Aq~di =A.qd) =

FEM, Soil Pr., A 1.67 mn/ft 1.67 in2/ft CD- EtMeon smpraro. A E. F. Y EF. EI.(-)17-9" Embedment! 8Moment surcharge, 1 N/A N/A 2.08 mn/fi 20% Yes A. F. (Dl SpiedLe No, (F) 2.08 m2

/ft - No 18distribution compaction, .. A. A 7'i0n,. (BI Splice Length No(F 2. method and seismic EF. 1.50 in2/ 1.50 in/ft E.F.

3lOBE) E.F. E.F.

FEM. Hvdro.. Static Astqd) = A1.97dl i

i 1.97 in2

/ft 1.97 in/ft CD- Moment Soil Pr., A = E. F. E F. Embedment! Et e 5 distribution sorcharge, I NA /A 2.08 ,n/ft 5.3% Yes 5.3% El. 21'-6" 2.08 inft I Yes 1mditribu con, opation Agmm = A,--m Splice Length el 10

method paction E.F. 1.50 in2

/ft 1.50 in./ft E.F. (No Seismic) E.F. E.F.

MPR QA Form: QA-3.1-3. Rev. 0

Page 137 of 182
MPR Associates, Inc.

320 King Street

M P R Alexandria, VA 22314

Calculation No. J Prepared By Checked By Page: E-7

0326-0058-63 ~ '~Revision: I

As Documented Options to Increase Margin

Structural Consider Other Location Maon of Concern to AR due Reduce Options ASR to Actual ptions ASR Rebar Area O Anticipated Concern?

Calc Wall EvauaUtion Pages Method Loads f. E v Capacity Demand Margin Rebar Rebar Area 4. A___') Moment Risk? Present Margin

Credited? Required A.(-3 r e

Hydro., Static Tension:

Interaction Soil Pr., P= 100 k Tension: A,- A,=

CD- Flexure 66 Diagram, surcharge, IA IA M, 350 P 0 k 49% Yes 1.56 i12

/ft 25% l - Embedment No 2.08 int/f - No D- East Ilxr / / c=3015 i:R 2% 9 B pieLnt

18 Computer compaction, ft-k Mu = IS0 ft- (moment) s 9() Splice LengthE F

Model and seismic (0) k (N) E.F. (S) E.F. (OBE) (0)

Hydro., Static Concrete Out

CD- Out-of- Soil Pr., Vý = 41.3 V, = 41.8 of'Plane

CD East Plane A9 (JI FEA Model surcharge, I tZI Z) kip/ft kip/ft -S1.2h No NaA NrA N/A Yes 3 30, .Y) No Shear and

compaction Capacity

Options to Increase Margin:

1. Use an interaction diagram to evaluate, considering the compressive force available when seismic load is absent in the lateral direction (will include potential reduction in deadweight load due to vertical

seismic acceleration).

2. Reduction for staggered rebar splices.

3. Evaluate the East wall explicitly with a 3D finite element model.

Specific Notes:

A. Max moment - refer to Sheet 27

B. Max moment - refer to Sheet 34

C. Only the West wall was evaluated. Calculation states that the East wall does not extend above grade and therefore should use the same steel as the West wall.

D. Evaluation is bounded by the flexure evaluation of the West Wall including the revised dynamic soil pressure.

E. Dynamic soil pressure is increased from 208.8 to 375 lb/ft. Static soil pressure is decreased from 720 to 625 lb/ft.

F. Evaluation is bounded by the flexure evaluation of the East Wall using the interaction diagram.

G. The only portion of the wall that has less margin than the anticipated reduction in lap splice strength due to ASR is from elevation (-)12' to (-)8.5'.

H. Calculation CD-I 8 assumes that a seismic event and the placement of the diesel generator between column lines 7 & 9 and A & E will not occur at the same time.

t. Sheet 3 - fc' = 3000 psi.

J. The evaluation for out-of-plane shear for the East wall was not explicitly included in calculation CD-I8. The calculation analyzed the North wall only, as it was bounding. The results for the North wall are

documented here.

K. Not used.

L. Estimation based on interaction curve given on Sheet 62.

M. Not used.

N. A technical issue with the load demand was identified during review and has been communicated to the plant. The technical issue is addressed outside of this review. The margin presented is based on the

methodology documented in CD-18.

0. The moment and axial force limits were each calculated assuming that the other load (force or moment) was equal to the demand value.

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0326-0058-63 ' ' Revision: I

P. Not used.

Q. Not used.

R. Not used.

S. This is conservative, the point lies inside of the #11@12 line on the interaction diagram.

T. Not used.

U. The horizontal rebar is not staggered from elevation (-)16' to (-)8.5'. However, the rebar on the inside face of the wall from elevation (-)16' to (-)12' are not anchored using splices. No additional margin

could be gained for the wall in this region because rebar splices are not staggered in this section, but the margin required to offset the lap splice strength reduction from ASR will be 17% - 8.9% = 8.1%

where rebar is spliced on one face only.

V. The horizontal rebar is staggered from elevation (-)8.5' to 17.5'. Since the splices are staggered, they are classified as Class B splices. The required splice length for Class B splices is 1.3 1d as opposed to the

1.7 1d splice that exists in the design. Additional margin is gained by accounting for the excess splice length.

W. The ratio for minimum reinforcement for flexure is used (0.0033). The ratio for walls should be used (0.0015), which would result in a minimum area of reinforcement of As, j, = 0.86 in2

/ft (total from both

faces).

X. The reinforcement limit was confirmed by an independent scoping calculation.

Y. The calculated demand for the East wall presented herein was determined based on a scoping calculation with a 3D finite element model of a wall fixed on four sides under hydrostatic pressure, static soil

pressure, dynamic soil pressure, and seismic acceleration.

Z. The wall was evaluated with a finite element model. The elastic modulus and Poisson's Ratio used in the evaluation were not provided in CD-18.

General Notes:

1. East Wall flexure with dynamic soil pressure not explicitly evaluated in calculation. Wall was qualified by comparison to the re-evaluation of the West Wall.

11. Only the North wall was evaluated for out of plane shear. North wall was qualified without crediting steel. Wall was locally overstressed by 0.5 kip/ft, but was judged to be OK. (Sheet A9 of A9)

Ill. ASR degradation on the West wall was not documented during the walkdown evaluation of DG 102. The anticipated margin for the West wall should not be compared against the screening criteria of

Section 4.0.

MPR QA Form: QA-3.1-3, Rev. 0

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Calculation No. Prepared By Checked By Page: F-i

0326-0058-63 -V ' , Revision: 1

F

Primary Auxiliary Building, Room PB205

F.1 ASR Affected Areas

The South and East walls of the Primary Auxiliary Building, room PB205, have observed pattern

cracking and horizontal cracks. The areas evaluated for potential degradation by ASR are the

South wall and the south portion of the East wall in PB205 from elevation (-)6' to 3'.

F.2 Reviewed Calculations

Calculation PB-20, Revision 4 and WB-82, Revision 1 (see the assumption in Section 3.1) were

reviewed to determine the documented margin for the East and South walls of PB205. After a

review of the drawings, it was determined that the East wall of PB205 is also the West wall of

the Primary Auxiliary Building. Therefore, calculation PB-20, which evaluates the West wall of

the Primary Auxiliary Building, was reviewed to document the margin for the East wall of

PB205. Only the relevant information pertaining to the evaluation of the ASR-affected areas

listed above was reviewed as part of this effort. The results of the review are presented in

Table F-2.

F.3 Calculation General Methodology

Calculation PB-20, Revision 4 evaluated the West wall of the Primary Auxiliary Building based

on a finite element analysis. The required area of reinforcement was calculated using the loads

from the finite element analysis. Calculation PB-20 states that the West wall of the Primary

Auxiliary Building is subject to additional loads, which were evaluated in calculation PB-65.

After review of this calculation, it was determined that the loads were from pipe supports located

in areas that did not affect the evaluation of the walls affected by ASR.

Calculation WB-82, Revision 1 evaluated the walls of the Waste Processing Building below

elevation 25'. The walls were designed using loads from a computer model. The most limiting

load combination was used to size the vertical and horizontal reinforcement.

F.4 Evaluations without Sufficient Anticipated Margin

None.

MPR QA Form: QA-3.1-3, Rev. 0

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Calculation No. Prepared By Checked By Page: F-2

0326-0058-63 F, , A " Revision: I

F5 Evaluations with Sufficient Anticipated Margin

The evaluations in Table F-I satisfied the screening criteria described in Section 4.0. For all the

cases, the "Anticipated Margin" column reports the documented margin.

Table F-1. Evaluations With Sufficient Anticipated Margin

Primary Auxiliary Building, Room PB205

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%) Calculated?

Vertical: Embedment &

South Wall Flexure and Splice Length 34% No 34%

Tension Increased 17%

Horizontal: Embedment &

South Wall Flexure and Splice Length 51% No 51% Tension & In- Increased 17%

Plane Shear

Vertical: Embedment &

West Wall Flexure and Splice Length 38% No 38% Tension Increased 17%

(Element #124)

Vertical: Embedment &

West Wall Flexure and Splice Length 23.7% No 23.7% Tension Increased 17%

(Element #125)

Vertical: Embedment &

West Wall Flexure and Splice Length 71% No 71% Compression Increased 17%

(bounding)

Horizontal: Embedment &

West Wall Flexure and Splice Length 34% No 34% Tension & In- Increased 17%

Plane Shear

F.6 Methods Employed to Gain Additional Margin

The documented margin for the evaluations of the South and East walls of PB205 met the

screening criteria of Section 4.0. No additional margin needed to be calculated.

MPR QA Form: QA-3.1-3, Rev. 0

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Calculation No. Prepared By Checked By Page: F-3

0326-0058-63 2, " - Revision: I

Table F-2. Review Results

Primary Auxiliary Building, Room PB205

Location:

Areas Affected by ASR:

Calculations:

Drawings:

Note:

Primary Auxiliary Building - PB205

South Wall, East Wall (South Portion), El. (-) 6'

PB-20, Rev. 4 & WB-82, Rev. 1

101512, 101514, 101520, 111814, 111816, 111819, 111821, 805061, 805069

The East Wall of interest is the West Wall of the Primary Auxiliarn, Building in Calc PB-20

As Documented Options to Increase Margin

Structural Consider Other Location 0? Concern due Options to Actual Options Anticipated CoASR

Eeber Rb Moa ton duI Reduce ASR Rebar Area oncern?

Calc Wall Evaluation Pages Method Loads f Capacity Demand Margin eb a Ae' Moment Risk? Present

(psi) Credited? Required As1

p,,,51

Finite

W13- W South Vertical: Element B - W al FSouthn 3 o pue Load 3000 1 1 A , = 1.56 A, = 0.95 3 % Y s A, =- 0 .95 4/*Develop met/ N o, (J) A. =-.5 No

82 i Wall Flexure and 23 Comput, Eq. 3 it/1 E/fE E.F. Splice Length in2 Tension Output, E.3iilEF n/ .F s , 3% /fl E. F. - e lpet o1) A .6 -

Hand Calc Finite

Horizontal: Finte

South Flexure and EenB- Elemer 1 1 Aa = = 0.76 F 5 Development/ No (J) A,= 1.5656 82 Wall Tension & In- 24-25 Computer 3000dAt =1 in/fl E. F. 51% Yes inm/ft E.F. 51% Sc giNo 82 Wl eso n tu, Eq. 3 1 m001 i2/11 E. F. Splice Length m2/in"t E. F.

laeSerOutput, Eq3infE.F (H) Hand Cale

Vertical: Finite

PB-20 West Flexure and 92 Element A 3.12 38% A,= 1.93 Development/ A, = 3.12

Wall Wal Tension esin 2 Computer oput C 3000 1 1 ~ 3l , 19 8 e 38% Deeomn!No, (J) No=.1 i/ E. F. in2

/fl E. F. in /ft E. F. Splice Length int

/ft E F. " - No (Element 41241 Output, Hand Cale

Finite Vertical: Eent West lexur andElement West Flexure and A 1.56 A,= 1.19 23.7% A,= 1.19 23.7% Development/ No.(J) A,= 1.56

Wall Tension in2/ft E. F. in/ftl E. F. (A) Yes in 2/f E. F. Splice Length in/ft E. F. (Element H125) OutputH IHand Calc

Vertical: Finite

PB-20 West Flexure and 100- Elemente 3000 1 = 147 f- M. = 43.2No Development/ No,(G) A,= 1.56 Wall Compression 102 Computer k ft-k M143.2Splice Length inNGft 1.56 - - No (bounding) Output, IboaningiHand Cole

Horizontal. Finite Element A. = 1.03 A, = 1.03

PB-20 West Flexure and 117- Computer 3000 1 1 A An 035 A, . F.34 Development! No, (J1FA= 1.56 No B Wall Tension & In- 123 Output, in n

2 F. f/lt E. F. 34 F. e 34% n/ Splice Length in/fl E. F.

Plane Shear Hunt inle (H) (H) _____________ ___________ Hand Cole ___

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0326-0058-63 [ A Revision: I

As Documented Options to Increase Margin

Structural Consider Other A C A R Location of Concern due Options to Actuat Options Anticipated AR? Max to ASR Reduce ASR Rebar Area M Ca oncern

Calc Wall Evaluation Pages Method Loads (psi) fi) E v Capacity Demand Mag i Rebr RearArea Moment Risk? Present v Cpaiy Dmad ri Credited? Required As(ft...)

W est Tension &

_ Corbel Shear A4-5 Cae J N o, (K ) N o ___ 

_ 

__Reinforcement

General Notes:

1. Calculation PB-20 referenced calculation PB-65 for additional loads on the West wall. Review of PB-65 has shown that the revised loads were due to pipe supports, and the evaluated elevations were outside the scope of the evaluation.

Specific Notes:

A. Around half of the element has double the amount of listed vertical reinforcement. However, elements 126 and 127, which are the elements nearest to where ASR was observed only have the reinforcement

listed.

B. Not used.

C. Case 2: Maximum tension with corresponding moment (U2 = 1.2D + 1.9Feqo).

D. Case 1: Maximum compression with corresponding moment (Ut = 1.4D + 1.7L + 1.9Feqo).

E. Loads from Calc WB-62.

F. Not used.

G. Based on the margin presented for the load, the evaluation with maximum tension and the corresponding moment is bounding in terms of reinforcement design. The load case evaluated is also very

conservative for the elements that are affected by ASR (126 and 127).

H. Requirement from the combination of both in-plane shear and horizontal flexure reinforcement calculations.

I. Computer model was used to extract loads on walls. It is not known what concrete elastic modulus and Poisson's ratio were used in the model.

J. Margin for reinforcement required is greater than screening criteria of 17% for development and splice length.

K. Corbels are located between El. 1' to 2'. No indications of ASR degradation on the actual corbels.

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0326-0058-63 '- z,4• ' ' Revision: 1

G

Primary Auxiliary Building Mechanical

Penetration, Room MFI02

G.1 ASR Affected Areas

The thickened portion of the North wall (8-ft thick below elevation (-)26' and 14-ft thick above

this elevation) shows evidence of cracking. Although the cracking is not necessarily due to

ASR, the area between El. (-)34'-6" and (-)26' is evaluated for potential concrete degradation due

to ASR.

G.2 Reviewed Calculations

Calculation EM-3 1, Revision 6 was reviewed. Only the relevant information pertaining to the

evaluation of the ASR-affected area listed above was reviewed as part of this effort. The results

of the review are presented in Table G-2.

G.3 Calculation General Methodology

The thickened portion of the north wall (the area potentially affected by ASR) is only evaluated

for the minimum reinforcement requirement from the ACI Code. Loads on the wall from

external loads are very small, so the minimum reinforcement requirement is limiting.

G.4 Evaluations without Sufficient Anticipated Margin

None.

G.5 Evaluations with Sufficient Anticipated Margin

The margins documented in the reviewed calculation for all evaluations satisfied the screening

criteria described in Section 4.0. Note that the calculation did not document the amount of

margin, but it was stated that the reinforcement in the wall would satisfy the minimum

reinforcement requirement. For the results tables and the summary tables presented herein, the

amount of minimum reinforcement required per the ACI Code is calculated and compared to the

reinforcement present in the wall. The "Anticipated Margin" column and the "Documented

Margin" columns report this value.

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0326-0058-63 "• . " ' ,/• Revision: I

Table G-1. Evaluations With Sufficient Anticipated Margin

Primary Auxiliary Building Mechanical Penetration, Room MFI02

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

North Vertical Embedment &

(8-ft thick Minimum Splice Length 67% No 67%

portion) Reinforcement Increased 17%

North Horizontal Embedment &

(8-ft thick Minimum Splice Length 31% No 31%

portion) Reinforcement Increased 17%

G.6 Methods Employed to Gain Additional Margin

No recovery of analysis conservatism was required.

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Table G-2. Review Results

Primary Auxiliary Building Mechanical Penetration, Room MFI02

Location:

Areas Affected by ASR:

Calculations:

Drawings:

PAB Mechanical Penetration Area - MF 102

North Wall (Column near NE Comer of Room), El. -34'

EM-31, Rev. 6

101625, 101626, 101627, 101628, 101632

As Documented Options to Increase Margin

Structural Consider Other

Concern due Options to Actual Options ASR

a1- .) Location of t A Reduce ASR Rebar Area AnticipatCd concern? Cale Wall Evaluation Pages Method Loads f") E v Capacity Demand Margin Rebdrid Rebqr Area 1d - to ASR Risk? Present Margin (psi) Creditsd? Required A.(pr_.t) MoMent

Ipsit oment

Norlh Vertical A. = 3.12 A,= 1.04 A, = 1.04 Embedment/ A, = 3.12

Sf thick Minimum 33 Note A N/A N/A N/A N/A in2

/fE. F.. in2

/fl, E. F., 67% Yes in2

/ft, E. F., 67% N/A Splice No in2

/ft, E. F., No

portion) Rebar Note B Note C Note C Length Note B

North (Wall 207 Horizontal A, = 2.08 A, = 1.44 A, = 1.44 Embedment! A, = 2.08

ENI-318 fW thick Minimum 33 Note A N/A N/A N/A N/A in2

/ft. E. F., int/f, E. F.. 31% Yes inC/ft. E. F.. 31% N/A Splice No int/ft. E. F.. No portion) Rebar Note B Note D Note D Length Note B

Options to Increase Marqin:

1. Not used.

Specific Notes:

A.. The calculation judges that minimum reinforcement requirements from the ACI code are sufficient for the thickened portion of the wall. The actual calculation of the quantity of rebar required to meet the

minimum requirements is not performed. The calculation is performed as part of this review and the results are presented in the table.

B. From drawing 10 1627.

C. The minimum reinforcement is calculated based on p = 0.0018. This requirement is more conservative than the requirement for walls (p = 0.0015).

D. The minimum reinforcement is calculated based on p = 0.0025. This requirement is applicable to walls, and it is more conservative than the requirement for temperature and shrinkage reinforcement from

Reference 3. Section 7.13 (p = 0.0018).

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0326-0058-63 , Revision: I

H

Electrical Tunnel 'B', Room EFI01

H.A ASR Affected Areas

Pattern cracking and discoloration has been observed on the North and South Walls of EF 101

between elevations (-)20' and (-)2'. These walls and the floor slab at elevation (-)20' are

evaluated for potential degradation by ASR.

H.2 Reviewed Calculations

Calculations EF-4, Revision 9 and EF-1 1, Revision 1 were reviewed. Only the relevant

information pertaining to the evaluation of the ASR-affected walls listed above was reviewed as

part of this effort. The calculation for the North wall was already reviewed and the results were

previously presented in Appendix B, so only the results of the South wall evaluation are

presented herein. Note that the evaluation of the South wall in EF-4, Revision 9 has been

superseded by calculation EF- 11, Revision 1.

The calculation containing the design basis evaluation of the floor slab was not available for

review. Thus, no operability judgments are made about the floor slab of EF 101 herein. The

results of the review are presented in Table H-2.

H.3 Calculation General Methodology

For the evaluation of the South Wall in calculation EF- 11, the deformation of the West Wall

from north-south direction design basis loads is calculated, and the South wall is assumed to

displace along the same profile. The deformation of the West Wall is calculated from a

combination of bending and shear behavior. The stresses in the South Wall are then calculated

from the derived displacement. For the East-West direction loads, the South Wall is assumed to

behave like a cantilever, though a reduced effective length is used to account for the reduction in

moment that would occur with a fixed-fixed end condition.

H.4 Evaluations without Sufficient Anticipated Margin

None.

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H.5 Evaluations with Sufficient Anticipated Margin

All evaluations of the South wall satisfied the screening criteria described in Section 4.0. For

these cases, the documented margin met the screening criteria, so the "Anticipated Margin"

column reports the documented margin.

Table H-1. Evaluations With Sufficient Anticipated Margin

Electrical Tunnel 'B', Room EF101

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

V e rtica Embedment lL e g h S l c

South Reinforcement, Length/Splice 34% No 34%

El. (-)20' to 0' Length Increased 17%

Embedment In-Plane Lnt/pie 1%N

South Shear, El. Length/Splice 18% No 18%

(-)20' Length Increased 17%

H.6 Methods Employed to Gain Additional Margin.

No recovery of analysis conservatism was required.

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Table H-2. Review Results

Electrical Tunnel 'B', Room EF101

Location:

Areas Affected by ASR:

Calculations:

Drawings:

'B' Electrical Tunnel - EFI01

North and South Walls and Floor Slab El -20'

EF-4, Rev. 9 and EF-l 1, Rev. 1

101610, 101612, 101662, 101664, 101665, 101661

As Documented Options to Increase Margin

Consider Other

Concern due Options to Actual Options ASR Cnctura Options Anticipated Concern? I' Reba Apo..qid Location afto S Re duce Rebar Area ý Catc Watt Evaluation Pages Method Lodov Capacity Demand Margin R Rebar Area 1. ASR Risk? Present Margin

(psi) Credited? Required A5,,._,n Max

Moment

dead + live

+ hydro +

Vertical Computcr earth A = 1.32 A,1= 1.3 Embedment/ Way One 1e pressure + 3000 B B AS n, i2Run, inl/ft E.F, A, = 34% Yes in . m A I2 2

El. /Rl, EF, 34% EL -20' Splice No, H No (-) 20Rr to tO Way S'ab, dynamic (E) (E) Length iný/ft E.F.

Hand Cale earth +

OBE

to Planc Shear A.tuAi = 0.72

In H Sha Computer A0.8 in2ft, (C) Embedment/

EF-I1 South (Horizontal EL.0.') 20' 10 Run, Hand Note A 3000 B B i i-f,()in,/ft, A.=djy 18% Yes i (C1 0 18% N/A Splice No, H A. inZ/ft, = .

(C) No Rei foreent) Cale 0.38 in2 / it, Length

Reinforeme_(C_

Options to Increase Margin:

1. Not used.

Specific Notes:

A. Computer runs were not documented in the calculation, but from other data it appears that the evaluated loads are dead load, live load, hydrostatic, lateral earth pressure, dynamic earth pressure, and seismic.

B. Since computer runs were used to get loads and were not documented, the material properties that were used in the models are unknown. Only material properties used in the hand calculation portion are

provided.

C. Reinforcement listed is total from both faces.

D. Not Used.

E. A technical issue with the derivation of this rebar requirement was identified during review and has been communicated to the plant. The technical issue is addressed outside of this review. The margin

presented is based on the methodology documented in EF- 11.

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0326-0058-63 Revision: I

F. Not used.

G. Not used.

H. Margin for reinforcement required is greater than screening criteria of 17% for development and splice length.

General Notes:

1. The evaluation of the South wall in calculation EF-4 was superseded by the evaluation in calculation EF-I 1. Thus, only the results of the south wall evaluation in EF-1I1 are presented.

It. The calculation for the North wall was already reviewed and the results were previously presented in Appendix B, so only the results of the South wall evaluation are presented herein.

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I

MSIFW Pipe Chase (East), Exterior

L11 ASR Affected Areas

The East wall in the Main Steam Feedwater Pipe Chase has pattern cracking along with larger

cracks running at various angles on the exterior surface. The area evaluated for potential

degradation by ASR is the East wall, above grade elevation (El. 20').

L2 Reviewed Calculations

Calculation EM-19, Revision 7 was reviewed to determine the documented margin for the East

wall of the MS/FW Pipe Chase. Only the relevant information pertaining to the evaluation of the

ASR-affected areas listed above was reviewed as part of this effort. The results of the review are

presented in Table 1-2.

1.3 Calculation General Methodology

Calculation EM-19, Revision 7 evaluated the slabs, columns, beams, and walls above and below

grade in the East MS/FW Pipe Chase. The Pipe Chase behaves as a shear wall structure for

North-South excitation and as a portal frame for East-West excitation. The vertical and

horizontal reinforcement was sized to resist all of the applicable loads, though the horizontal

reinforcement was often limited by the minimum reinforcement required by the code.

L4 Evaluations without Sufficient Anticipated Margin

None.

1.5 Evaluations with Sufficient Anticipated Margin

The evaluations in Table I-1 satisfied the screening criteria described in Section 4.0. In some

cases, the margin documented in the calculation did not meet the screening criteria, so additional

margin was extracted from the evaluation by one of the methods described in Section 5.2. The

additional margin was sufficient to satisfy the screening criteria. The applicable evaluations for

which additional margin was calculated are indicated in the following table and Section 1.6

describes the methods used to extract the additional margin. For the cases in which the

documented margin met the screening criteria, the "Anticipated Margin" column reports the

documented margin.

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Table I-1. Evaluations With Sufficient Anticipated Margin

MS/FW Pipe Chase (East), Exterior

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

East: 2' Wall Out-of-plane N/A -0.5% No -0.5% Shear

Flexure (vert. Embedment &

East: 2' Wall re (r Splice Length 33% No 33% rebar) Increased 17%

Fleure(hoiz.Embedment &

East: 2' Wall Flexure (horiz. Splice Length 77% No 77% rebar) Increased 17%

Embedment & East: Wall Flexure and

East: 2'Wall Axial Load Splice Length 21% No 21%

Increased 17%

Fleure(hoiz.Embedment &

East: 2' Wall Flexure (horiz. Splice Length 6.4% Yes 28% rebar) Increased 17%

Flexure Embedment &

East: 2' Wall (horiz. rebar Splice Length -0.6% Yes 23% Increased 17%

Embedment &

East @ El. 22 In-plane Shear Splice Length 77% No 77%

Increased 17%

1.6 Methods Employed to Gain Additional Margin

The splice length reduction factor for staggered splices meeting the requirements for Class B

splices was used to identify additional margin for the two evaluations for horizontal rebar subject

to pipe whip loads.

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Table 1-2. Review Results

MSIFW Pipe Chase (East), Exterior

Location:

Areas Affected by ASR:

Calculations:

Drawings:

MS/FW Pipe Chase (East)

East Wall - Above Grade, Exterior

EM-19, Rev. 7

101650, 101652, 101653, FP15781

As Documented Options to Increase Margin

Structural Consider Other Location Max o C concern due to Options to Actuat Options Anticipated ASR Reduce ASR Rebar Area Concern?

Calc Wall Evaluation Pages Method Loads 8pi E v Capacity Demand Margin Reaer RehurAred ASt,, Max ASR Risk? Pr tMargin

(psi) Credited? Required A1 . oet rsn

Out-of- Load

EM-19 East: 2' Wall plane 95 Computer Comb. 3000 F F V, = 26.29 V, =

Shear Run, Haod 5 (Sh. k/ft 26.42 k/ft -0.5% No 0in2

. ti - N/A N/A No No

1 1 ~~63-65) 11 11

Load

Flexore oa A,, - 209 Flere Computer Comb. 3000 F F K= 270 k- M, = 187 Y i.2 2.0 El. Development/ A, =3.12

EM-IS East: 2' Wall (vont. 96-98 Ra0Hod 5(bft k-ft 27.3125' Splice Length inz / ft E.F. 63-65)

Flexure ter Loud Am = 0.36 Edge near A, 156

ENS-19 East: 2'Wall (hori. 99- Compoter Comb. 3000M = 920 M, = 220 /f E. p 770 EW Delopment/ N No

rebar) 10t Run, Hand 5 (Sh. k-fl (C) k-ft (NO ) Beams"' Splice Length i-n /fE.F.

63-651 1

Flexure Pipe A, = 1 56 A,= 1.24 A, -1.24 in2 At North Development/ A,= 1.56

EM-19 East: 2'Wall and Axial 221F- Computer Whip 136 A/= 24 .5° , A,= t .2. 21% orpSouth DevelopLenth No J in/ft .... No

Load 2 21H Run, Hand Load in/ft in/ft 25 E.F. Wall eength E.F.

Flexure Pipe A, = 1.56

EMI-19 East: 2'Wall (horiz. 222T Computer Whip 3000 F F K 4697 Mp = A, - 1.46 in' 6.4%, Development/ Ye i/ft 1 28% No

rebar) (K) Run, Hand Load k-ft 4416 k-ft 6.0% Yen / ft E.F., (L) Splice Length E.F.

FluePipe M= A, = 1.56

EMI-S East. 2Wall (bori. 222T, Computer Whip 3000 F F =884 - A, - 1.57 in 06% Development/ Yes in 2 /ft t 23% No

(K) Run, Hand k-ft - -1 Yes ft E.F., (L) -0.6% Splice Length EiF%

rebar) Load ()E.F.

V, = 13473

@E. E N19.0_ In-plane I E 3 k V, 3124 779,17 AEaSust 0t Development/ A,= 3.12 an a e s 3 000 F F kV = 3 1 4 (based Y es =J7 N o,_j. N o

-22 Shear -+ ORa V, = 2704 k (t Y . ( 770 Splice Length in / ft

I k on V,) I/IIE0

Options to Increase Margin:

1. Credit reduced lap splice requirement for having staggered splices.

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Specific Notes:

A. Not used.

B. Not used.

C. A technical issue with the calculation of the flexure capacity was identified during review and has been communicated to the plant. The technical issue is addressed outside of this review. The margin

presented is based on the methodology documented in calculation EM-19.

D. Not used.

E. The area ofreinforcement required to carry the shear is negligible, minimum reinforcement is controlling.

F. A computer run was used to calculate forces and moments on a frame. The material properties used in the model were not listed.

G. Since the shear capacity was nearly equal the shear demand, no additional rebar was needed despite small negative margin. However, a 25% increase in shear capacity compared to what was documented

can be justified (see Section 4.0), resulting in approximately 19.6% margin.

H. Calculated following the same methodology used in the calculation to determine the ultimate moment from a given reinforcing steel area.

I I. Loads on West wall are used in the evaluation because they are higher than the loads on the East wall - Sheet 94

J. Margin for reinforcement required is greater than screening criteria of 17% for development and splice length.

K. 222S-222W has the revised (and final) loads and design.

L. The area of reinforcement required was not presented in the calculation. The equations on pages 222E and 222F were used to back-calculate the numbers presented here.

I M. The East wall at section b-b was never re-evaluated. The result shows negative margin

N. The minimum reinforcement requirement is more limiting than the steel required to carry the design moment.

0. The minimum reinforcement required is not presented in the calculation. The minimum reinforcement requirement presented herein is based on a reinforcement area to gross section area of 0.0025.

P. Not used.

General Notes:

I. Sheet 3 - rc=3000psi

II. Not used.

III. Sheet 66 - slight mistake in computer runs, but if the results were not more than 2% different between the incorrect and correct computer run the analysis was not revised

IV. All loads resisted by vertical rebar. Horizontal rebar designed to min code requirements.

V. Conservatively uses west chase pipe break loads - Sheet 48

VI. Sheet 49 - actual accident pressure on wall (Pa) is smaller than what was used in evaluation

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Cooling Tower, Unit I Exterior

J.1 ASR Affected Areas

The ASR affected areas are the South Wall and the North Pipe Chase bump out on the exterior of

the building at elevations above grade (above elevation 20 ft.).

J.2 Reviewed Calculations

Calculations CT-53 and CT-28 were reviewed. Only the relevant information pertaining to the

evaluation of the ASR-affected areas listed above was reviewed as part of this effort. The results

of the review are presented in Table J-3.

J.3 Calculation General Methodology

The analysis is based on a finite element model calculation of stresses in the South wall. Hand

calculations are used to combine stress results and an interaction diagram is used for the

reinforcement evaluation at some locations.

J.4 Evaluations without Sufficient Anticipated Margin

The evaluations in Table J-I did not meet the screening criteria described in Section 4.0. In one

case, additional margin was calculated above what was documented in the calculation, but the

anticipated margin still did not meet the lap splice/embedment length screening criteria of

Section 4.0. The applicable evaluation for which additional margin was calculated is indicated in

Table J-1 and Section J.6 describes the method used to extract the additional margin. In the

other cases, no simplified methods for extracting additional margin were able to be employed.

For these cases, the "Anticipated Margin" column reports the documented margin.

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Table J-1. Evaluations Without Sufficient Anticipated Margin

Cooling Tower, Unit I Exterior

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Horiz. reinf. for

South, El. 32 in-plane Embedment &

to 39', Cols. shear, Splice Length 2% Yes 14%

A-D bending, and Increased 17%

tension

South, El. -8 Out of plane Concrete Shear

to 21' shear Capacity 7% No 7%

Reduced 25%

South, El. 21 Vert. reinf. for Embedment &

Splice Length -2.5% No -2.5% to 45' bending Increased 17%

p. % P. %

34 5.0 34 5.0

South, El. Vert reinf. for Embedment & 35 6.3 35 6.3

>50', Cols. D- bending and Splice Length 35 8.9 No 35 8.9

K tension Increased 17%

36 8.9 36 8.9

37 8.9 37 8.9

38 11 38 11

J.5 Evaluations with Sufficient Anticipated Margin

The evaluations in Table J-2 satisfied the screening criteria described in Section 4.0. In some

cases, the margin documented in the calculation did not meet the screening criteria, so additional

margin was extracted from the evaluation by one of the methods described in Section 5.2. The

additional margin was sufficient to satisfy the screening criteria. The applicable evaluations for

which additional margin was calculated are indicated in Table J-2 and Section J.6 describes the

methods used to extract the additional margin. For the cases in which the documented margin

met the screening criteria, the "Anticipated Margin" column reports the documented margin.

MPR QA Form: QA-3.1-3, Rev. 0

Page 156 of 182
MPR Associates, Inc. FIM PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: J-3

0326-0058-63 %.3 )c:,:;. -;--' Revision: I

Table J-2. Evaluations With Sufficient Anticipated Margin

Cooling Tower, Unit 1 Exterior

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

El. %

El. % -8 to 12 51

Horiz reinf. for in- Embedment & -8 to 12 51 I

to 45', Cols. plane shear, Splice Length 12 to 22 26 Yes26

A-D bending, and Increased 22 to 25 29 tension 17% 22 to 25 8 t

25 to 32 8 39 to 32 29

39 to 45 10

El. %

El. -8 %%-8to E'12o 12 53

South, El. -8 Horiz reinf. for in- Embedment & -8 to 12 53 12 to 22 2

to 38', Cols. plane shear, Splice Length 12 to 22 20 Yes 12 to 22 20

D-G bending, and Increased 22 to 25 33 tension 17% 22to25 12

25 to32 34 25 to 32 14

32 to38 23 32 to 38 -0.6

South, El. 21 Out of Plane NA 5% No 5%

to 45' Shear

South, El. -8 Embedment &

to 21', Cols. Vert. reinf, for Splice Length 25% No 25%

A-D bending Increased

17%

South, El. -8 Embedment &

to 21', Cols. Vert. reinf. for Splice Length 50% No 50%

D-G bending Increased

17%

El. % El. %

South, El Horiz reinf. for in- Embedment & 45 to 53 45 45 to 53 45

45'-77', Cols. plane shear, Splice Length 53 to 61 41 No 53 to 61 41

A-D, K-N bending, and Increased

tension 17% 61 to69 53 61 to 69 53

69 to 77 53 69 to 77 53

MPR QA Form: QA-3.1-3, Rev. 0

Page 157 of 182
MPR Associates, Inc. FIM P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: J-4

0326-0058-63 3 (-4- o ),,- ;t' Revision: I

Table J-2. Evaluations With Sufficient Anticipated Margin

Cooling Tower, Unit I Exterior

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

South, El. 46- Vert. reinf. for Embedment &

76', Cols. A- bending and Splice Length 33% No 33%

D, K-N tension 17% 17%

Embedment &

South, El. 46- Vert. reinf. for Splice Length

76', Cols. A- bending and Increased 77% No 77%

D, K-N max comp. 17%Ie

Embedment &

South, El. 46- Vert. reinf. for Splice Length

76', Cols. A- max bending Increased 33% No 33%

D, K-N and comp. 17%

South, El. 46- Out of Plane

76', Cols. A- Shear NA 89% No 89%

D, K-N

p. % p. %

26 3.4 26 26

27 1.0 27 24

South, El. Horiz reinf. for in- Embedment & 29 27

>50', Cols. D- plane shear, Splice Length 29 4.8 Yes29. 27

K bending, and Increased 31 33 31 33

tension 17% 31 37 31 37

32 19 32 19

33 18 33 18

South, El. Out of Plane p. % p. %

>50', Cols. D- Shear NA 40 4.1 No 40 4.1

K 42 -3.0 42 -3.0

South, El. 50- Horiz. reinf for Embedment &

77', Cols. F bending, tension, Increased 27% No 27%

and H and shear 17%

MPR QA Form: QA-3.1-3, Rev. 0

Page 158 of 182
MPR Associates, Inc.

* M P R 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: J-5

0326-0058-63 3 (,4 4 , (9-*" Revision: I

Table J-2. Evaluations With Sufficient Anticipated Margin

Cooling Tower, Unit 1 Exterior

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

South, El.

50', Cols. D- In plane shear NA Significant'0 No Significant'(

F, H-K

South, El. Out of Plane

50', Cols. D- Shear NA 0% No 0%

F, H-K

South, El. 50- Horiz. reinf for Embedment &

59', Cols. D bending, tension, Increased 0% Yes 24% & F and shear 17% 17%

South, El. Out of Plane

50', Cols. D- Shear NA 7.3% No 7.3%

K

J.6 Methods Employed to Gain Additional Margin

The following method was used to recover margin from the calculation:

0 Where lap splices are staggered, i.e., adjacent rows of reinforcement do not have the

overlap at the same axial location, these are Class B lap splices (ACI 318, 7.6.3.1.1). The

development length requirement for a Class B splice is 1.3 1d. The actual development

length used in the construction is 1.7 1d, which is the development length requirement for a

Class C splice (see ACI 318, 7.6.1.3 for ACI Class C splice and Reference 2 for Seabrook

drawing requirement for lap splice length.). Accordingly, the margin in the development

length is (1.7-1.3)/1.7=23.5%.

10 CT-28 did not calculate the margin, but concluded the margin was significant. Approximating the shear strength

of unreinforced concrete as 2J j=126 psi, the margin would be 52%.

MPR QA Form: QA-3.1-3, Rev. 0

Page 159 of 182
MPR Associates, Inc.

320 King Street INMM M Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: J-6

0326-0058-63 J L-.- %Q. "'ivA. c•/& "'- Revision: I

Table J-3. Review Results

Cooling Tower, Unit I Exterior

Location: Cooling Tower

Areas Affected by ASR: South Wall and North Pipe Chase Bump Out - Exterior Above Grade

Calculations: CT-53, Rev. I and CT-28, Rev. 6

Drawings: 101701, 101702, 101707, 101708, 101709, 101710, 101716, 101717, 101718, 101719, FP12183, FP12186, FP12344, FP13714, FP13715

As Documented Consider Options to Increase Margin

Structurat Options Loc concern to Actuat ASR of due to Reduce RerAnticipated Margin Con.?

Cac Watt Evatuationo Pagean Method Loads mMeR Rob Ratre 1 Ansai- Mao ASR A5R Are noppaoMg Ca c(~ ) E v Capacity Dem and Margin Credit? Are ba r I- s d Max A RARiArea

Reured "s--m Morn Present Credt Required Aeip~,iMomr Risk? r

Horiz1,3 Ere f ior/fLef Fl. in/fl/ef El. "E reinf. Fnite for Hvdro,-8 to 12 2.08 -8 to 12 1.01 -8t12 5FP -8o12 N

nt12 to 22 2.08 12 to 22 1.54 Same as Same as Splice

53E shear, 3 22to25 1.56 22 to 25 1.44 Yes Demand Margin Lap Yes Cap. F 221o25 19 Yes

Colt.25 to 32 1.5--"ud 25 to 32 8 column column Length column 1 t 3219 andCleeup.116 tnin39 to45 1.5-"6f 39 to 45 1 40 39 to 45 110 FP 39 to 45 31 Note A.

Horic 1.2

rEin-plfor riffrEl. Finite Hydro, -810 12 2.08 in' ft/cf E. t i/tef .97-- E. o oo 53 Sameas Saeas Splice S12 Dwgs. FP- -Btot2 El. ~ NA

-812too38',2shear, 37 4000 Ees 22 Demand Margin Lap Yes Cap. FP- 22 to253 No

CT.- South', sel. inpln . element toil, 40 12 to 22 2.08 12t 216 2 to 22 20 Ye1aea aeas Slc aea 2344, 12 to22 NA N 3model, seis ic, 22 to 25 1.56 22 to 25 1.3712

Hand Calc equip. 25 to32 1.56 25 232414_column 312186, column Length column 25 to32 34 32 to 38 E1.56 32 to 381.578 23 NoteR. 12183

CT lOatof Hdro, Out of

CT-Souh E. pane 38 FEA, so il,Ye

53 -8 to Hand Calc seismic, 4000 E Epn I I psi 103, Note F 7% No plane Yes 7" Yes shear eshear

CT- South, El. planef FEA, Hydra. 30 seismic, 4000 E E 102 psi 97 5% No NA No No

shear ___1__ equip1__ 

Sout, Ver. renfHydro, El 

CT- SEA, soil Same as Same as Splice Same as

53 8 Hn c seismic, 4000 E E 2.08 in2

/ft/EF 1.55 in./f)/EF 25% Yes Demand Margin Lap No Cap. C A-D column columns Length column

MPR CA Form: CA-3.1-3, Rea. 0

Page 160 of 182
MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: J-7

0326-0058-63 J -(4. .ý "-A . ' Revision: 1

As Documented Consider Options to Increase Margin

Structural Options Actua Loc Concern to ASR of due to Reduce Rebar Other Anticipated Margin Conc.? Rebar As(po, Max ASR ASR Area Options Cale Wall Evaluation Pages Method Loads a Capacity Demand Margin C Rehar Area 1- Mo Present (psi) credit? Required sIPr.~al Risk?

Hydro,

CT South, El. Vert. reinf. EA, soil, Samneas Same as Splice Same as -- to21', for 40 Hand Cac seismic, 00 E E 3.12 in.2/ft/EF 1.55 in2

/ft/EF 50% Yes Demand Margin Lap No Cap. No Cols. D-G bending equip, column column Length column

CT- South, El Vert. reinf. FEA, Hydro, Same as Same as Splice Same as 3 ot 41 seismic, 4000 E E 0.79 m2

/ft/EF 0.81 ins/ft/EF -2.5% 21 to 45' Hand Cole s Note C Yes Demand Margin Lap Yes Cap. -2.5% Yes

endmg equip. column column Length column

Horiz

South, El. reinf. for El. in El.o in5' El tft/ef 45ef %

CT- 45'-77' in-plane FEA, Hydro. 45 to 53 1.33 45 to 53 0 73 45 to 53 45 Same as Same as Splice SameLas

28 Cole 4- shear, 25 Hand Cale seismic, 4000 E E 53 to 61 1.33 53 to 61 0.79 53 to 61 41 Yes Demand Margin Lap No Cap. No bending, equip. 61 to 69 1 33 61 to 69 062 61 to 69 53 column column Length colann D, K-N and 69 to 77 1.33 69 U to 77 53

tension

South, El. Vert. reinf.

CT- 46-76", for FEA, H 053 S0 79 28 Co A bending 22 Hand Clc mic, 4000 E E 0.79 in/tEF 0.53 in/tEF 33 Yes 0.5t 33% Lap No 079 No sm equip. 4000and Length

D. K-N tension

South, El Vert. reinf.

CT- 46-76' for FEA, Hydro. 125 fi*K P. = -93.9 K 0.17 Splice 0.79

28 Cols. A- bending 23 Interaction seismic, 4000 E E N77% Yes in/4t/EF 77% Lap No uo/ft/EN

D, K-N and max Diag. equip. Note H Length comp. III II IIII

South. El. Vert. reinf.

CT- 18 46-76', 6-6. for man a 23 Interaction seismic. 4000 E E 90 ftPK aYes PH = -35.0 K 33% 0.33 33% Splice0.79 Lap No 0.79[E N

28 Cols. A- bending (p. 13) Note G M, = 60.2 ft*K Note D in/ft/EF Note D Lapg oin/ftEF

D. K-N and comp. Diag. equip. Length

South, El.

CT- 46-76'. Transverse FEA, Hydro,

28 Cols. A- shear Hand Calc seismic, 4000 E E 126 psi 14.3 psi 89% No NA No No

D, K-N equip.

MPR QA Form; QA-3.1-3, Rev. 0

Page 161 of 182
MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: J-8

0326-0058-63 I , " A. - Revision: I

As Documented Consider Options to Increase Margin

Structural Options Lac Concern to Actual ASIR of due to Reduce Rebar Other Anticipated Margin Coic Wall Evaluation Pages Method Loads E v Capacity Demand Margin Rebar Rebar 1- AAniq'a MO ASR ASR Areo Options

(psi) Credit? Required AeuntiMom Risk? Present

. in..ft/ef ,,oriz % P.

reinf. for 26, 26 201 26 3 4 , 26 26

CT South, El. in-plane 27 Hydro, 27 2.06 7 Same as Same as Splice Same as Dwgs. 27 24 8CT - 50' 27 FEA. " •' 2 198Y s amemad SVarme asaplice Same.a FP- 2 7 N

2, >50s, 'hear, 29, seis"mic, 4000 E E 2.08 in-/ft/EF 29 198 29 48 Yes Demand Margin Lap Yes Cap. 13714F 22 NA

Cols. 0-K bending. 31. equip. 31 I 32 3 column column Length column and 32, 33 32 169 13715 A tension 33 1 7 337is 32 NA

P. i ,Itef ). % ) o Vort ceinf. L34 0.75 34 5.034 5.0I

CT- South, El. for E Hydro, 435 0.74 [3 6.3 Same as Same as Splice Santo as >50'. bending 34-38 FEA, seismic. 4000 E E 0.79 in./ft /EF 35 0.72 8.9 Yes Demand Margin Lap Yes Cap. I 35 8.9 Yes 28 Cots. 0-K and IHand Calc sequipm. E T_ T9- 8 column column Length column 36 8.9

tension 37 078.

38 070 3 3

CT- Sooth, El. Transverse FEA. Hydra, >H50d shr 40.42 ol seismic, 4000 E E 40 65.3 40 NA No No 28 Cols D-K ehew ip.dc, i 4 .1 No equip. 4 10 1 4 38 1-2 -.

Hydro,

South. El. Horiz. seismic.

CT- 50-775 reilfor FEA. equip., Same as Same as Splice Same as 28 Cos F bending Hand Cal Add'I 4000 E E 2.08 in/ftF2/EF F 27%/4 Yes Demand Margin Lap No Cap. No

and H tension, load column column Length column adH and shear from

column

Hydro,

seismic,

CT- South, El. In plane P6 EA eqaip.. FCots Add] 4000 E E >60 psi 60 psi Significant (Note 1) No NA No No 28 , H-K shear Hood Cole load

fIon,

column

MPR QA Form: 0A-3.1-3, Rev. 8

Page 162 of 182
MPR Associates, Inc.

320 King Street

FIM PR Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: J-9

0326-0058-63 , (,,.4 ,. , Revision: 1

As Documented Consider Options to Increase Margin

Structural Options Loc Concern to Actual ASR

Calc Wall Evaluation Pages Method Loads i E v Capacity Demand Margin Rebar Rebar Area b of duo to Reduce Rehar Other Cn. 1 er -o A AtR ARed Area Options Anticipated Margin conc.? f'R='d Reba ASR ASR Ae pin

(psi) Credit? Required Moma mom Rih Present Risk?

Hydro,

seismic,

CT- South, El. Transverse 5 EA, equip.,

28 50', Cols- Had CaleAd 4775 E E 107.8 psi 107.8 psi 0% No NA No No

D-F, H-K 'hear load

from

column

Hydro,

Sot l Horiz. seismic,

Sooth, El. foriz.s equip., Same as Some as Splice Same as CT- 50-59'. renYo EA, eqi. 28 Cols.D& bending, 6 n5 Cc Add'I 4000 E E 2.08 in2

/fI/EF 2.08 in2/ft/EF 0% Yes Demand Margin Lap Yes Cap. 1,2 24 No

F tension, load column column Length column

and shear from

column

Hydro,

seismic,

CT- South, El. Transvef 6 EA equip.,

28 50', Cols. 67 Hand CEa Add'l 4000 E E 86.8 psi 80.5 psi 7.3% No NA No No D-K shearc load

from

column

Options to Increase Margin:

1. The analysis is based on a detailed finite element model. The results show that many locations have small margins. The analysis has locations that have negative margin in the first analysis pass and

refinements of the analysis are used to get an acceptable result. It does not appear there will be margin gain from a finite element analysis or from refinements in the application of the ACI code.

2. The lap splices at this location are staggered, i.e., adjacent rows of reinforcement do not have the overlap at the same axial location. Every other row of reinforcement is at the same axial location. These are Class B lap splices (ACI 318, 7.6.3.1.11. The development length requirement for a Class B splice is 1.3 1d. The actual development length used in the construction is I .

7

1d, which is the development

length requirement for a Class C splice (see ACI 318, 7.6.1.3 for ACI Class C splice and Reference 2 for Seabrook drawing requirement for lap splice length.). Accordingly, the margin in the development

length is (1.7-1.3)/1.7=23.5%.

3. The required rebar for this location of 1.53 in2

/ft/EF is based on an average from Elev. 25.33 to 45.0 (p. 37 of CT-53). The analysis to recover margin did not use this averaging approach because it is

considered more accurate to average over a length of approximately three times the wall thickness, or about the size of one element in the CT-53 finite element model.

Specific Notes:

A. Deleted.

B. The negative margin at Elev. 32 to 38 feet is not addressed Calculation CT-53.

C. Page 41 of the calculation states that the supplied rebar is close enough to the required rebar to be OK.

D. The margin maybe less than this based on Rev. 4 and the modification of the phi factor as stated in the note on p. 23.

MPR QA Form: OA-3.1-3, Rev. G

Page 163 of 182
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Calculation No. Prepared By Checked By Page: J-10

0326-0058-63 J - - ('•e- Revision: I

E. A finite element analysis was used to calculate loads on the south wall. The elastic modulus and Poisson's ratio used for concrete are not listed in the document.

F. There is a higher demand at Elevations -8' to 4', however, the shear is in a direction such that the wall bears against fill concrete and the shear load will transfer directly to this medium (see p. 38). Since this

location is below the elevation of concem for ASR (above grade elevation 20'), the shear at this location is not presented in the summary table.

G. The capacity was calculated by determining the maximum allowable moment for #8 rebar @12" given an axial load equal to P. as provided in the Demand column.

H. The required reinforcement was estimated based on the percentage margin provided in the Margin column. Given the location of the point on the interaction diagram, this is likely conservative.

I. The amount of margin is not calculated in CT-28, but assuming a concrete allowable shear stress of 2J7;'=126 psi, the margin would be 52%.

General Notes:

I. The calculation is an explicit analysis of the South wall, which is also applicable to the North wall due to the similarity of the walls. There is no evaluation for the pipe chase bump out on the North wall.

MPR OA Form: QA-3.1-3, Rev. 0

Page 164 of 182
MPR Associates, Inc.

*M P R 320 King Street

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Calculation No. Prepared By Checked By Page: K-I

0326-0058-63 L ' , - Revision: I

K

Service Water Pumphouse, Exterior

K.1 ASR Affected Areas

I The North wall of the Southwest bump out and the South wall of the Service Water Pumphouse

have intermittent, localized pattern cracking on the exterior surface. The areas evaluated for

I potential degradation by ASR are the North wall of the Southwest bump out and the South wall,

above grade elevation (El. 20').

K.2 Reviewed Calculations

Calculation CW-29, Revision 7 was reviewed to determine the documented margin for the North

wall of the Southwest bump out and the South wall of the Service Water Pumphouse. Only the

relevant information pertaining to the evaluation of the ASR-affected areas listed above was

reviewed as part of this effort. The results of the review are presented in Table K-2.

In addition, calculation SBSAG-1MA, Revision 1 was reviewed to determine the design basis for

the tornado missile loads for the Service Water Pumphouse.

K.3 Calculation General Methodology

Calculation CW-29, Revision 7 evaluated the walls above grade, the roof slab, and the hatch

covers in the Service Water Pumphouse. The design of the walls was based on a computer

program, which output loads on different sections of the wall. Regardless of the calculation,

No. 8 bars at 12" spacing were provided in the exterior walls to meet the missile shield

requirements. Based on the loads documented in calculation CW-29, the loads on the exterior

walls generally required less reinforcement than the provided amount.

Calculation SBSAG-1MA, Revision 1 evaluated the tornado missile loads for the Service Water

Pumphouse. The calculation compared the capacity of the exterior walls to the demand from a

steel pipe, automobile and wood pole tornado missile. The calculation also evaluated a typical

wall for light aircraft impact loads and calculated the impact velocities at which failure was

anticipated.

K.4 Evaluations without Sufficient Anticipated Margin

None.

MPR QA Form: QA-3.1-3, Rev. 0

Page 165 of 182
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Calculation No. Prepared By Checked By Page: K-2

0326-0058-63 F lt,'r Revision: 1

K.5 Evaluations with Sufficient Anticipated Margin

The evaluations in Table K-I satisfied the screening criteria described in Section 4.0. For all

cases, the "Anticipated Margin" column reports the documented margin. Note that the minimum

reinforcement to react tornado missile loads was not calculated in SBSAG-1MA. To calculate

the margin for the tornado missile evaluation, a scoping analysis was performed following the

same methodology documented in SBSAG-IMA, but with progressively lower values of

reinforcement area. Note that the light-aircraft impact analysis was not re-evaluated, since that

portion of the calculation was for a "typical" wall and did not represent the limiting wall in the

structure. The results for a "typical" wall are unchanged.

Table K-1. Evaluations With Sufficient Anticipated Margin

Service Water Pumphouse, Exterior

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Wall 10 -North Flexure Embedment &

Wall Vertical Splice Length 44% No 44%

Increased 17%

Wall 10 -North Embedment &

Wall Flexure Horiz. Splice Length 54% No 54%

Increased 17%

Embedment &

Wall 10 -North In-Plane Emeen& Wall Shear Splice Length 54% No 54%

Increased 17%

Wall 13 - Flexure Embedment &

South Wall Vertical Splice Length 42% No 42%

Increased 17%

Wall 13 - Embedment &

South Wall Flexure Horiz. Splice Length 54% No 54%

Increased 17%

Embedment & Wall 13 - In-Plane Emeen& South Wall Shear Splice Length 54% No 54%

Increased 17%

Wall 10 -North Core Bores:

Wall Vertical Reinf.

Wall 10 -North Core Bores: Embedment &

Wall Horiz. Reinf. Splice Length 41% No 41%

Increased 17%

MPR QA Form: QA-3.1-3, Rev. 0

Page 166 of 182
MPR Associates, Inc.

*M PR 320 King Street Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: K-3

0326-0058-63 ' , "4A ( Revision: 1

Table K-1. Evaluations With Sufficient Anticipated Margin

Service Water Pumphouse, Exterior

Wall Evaluation ASR Effect Documented Additional Anticipated

Margin (%) Margin Margin (%)

Calculated?

Limiting Wall Response of Embedment &

of Service 12" dia. x 15' Splice Length 44% No 44%

Water Steel Pipe Increased 17%

Pumphouse Missile

Limiting Wall Response of Embedment &

of Service Automobile Splice Length 44% No 44% Water Missile Increased 17% Pumphouse

Limiting Wall Embedment & of Service Response of Emeen& Water Wood Pole Splice Length 44% No 44% Water Increased 17%

Pumphouse

K.6 Methods Employed to Gain Additional Margin

The documented margin for the evaluations of the North and South walls met the screening

criteria of Section 4.0. No additional margin needed to be calculated.

MPR QA Form: QA-3.1-3, Rev. 0

Page 167 of 182
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Calculation No. Prepared By Checked By Page: K-4

0326-0058-63 ' , . Revision: I

Table K-2. Review Results

Service Water Pumphouse, Exterior

Location:

Areas Affected by ASR:

Calculations:

Drawings:

Service Water Pumphouse

North Wall of SW Bump out & South Wall - Above Grade, Exterior

CW-29, Rev. 7 and SBSAG-1MA, Rev.l (Tornado Missile Load Evaluation)

101086, 101094, 101093

As Documented Options to Increase Margin

Structural Consider Other Location Concern O Options to Options ASR ptione s tual Reber Anticipated Concern? 0f Mao o5 Redoce Cnen

Lese E Caplcity Pagen Margn Rebar Rebar Area A(Rq'd Moment f ASR Risk? Ares Present Margin Cpi Watt Evaluation P v Capacity Demand Margin Credited? Required MriAsnMmnR

Flexure FEA. Load A, = 0.79 A, = 0.44 A,= 0.44 Development/

CW-29 North Wall Vertical 37-38 tnteraction Eq. 7, 4000 F F inm2

/fl Jno/fl E. F. 44% Yes in /ft E. F. 44% (0) Splice Length No A, = 0.79 inF

IDiagram IN) I IE. F. (A) j(=H) Ipic It.F Legt 

watt tO - Flexure FEA. Load A, = 0.79 A,= 0.36 A,4,=v A, = 0.79 in" CW-29 Watt Hl 39-40 Interaction Eq. 15, 4000 F F in2

/ i436 in2 54% () Seveopment/ No -- - No

NDiagram (1 E. F., (A) (B)SteLegh/tt E. F.

CW-29 Wall 10- In-Plane FEA, Load Vo = 634k V, = 675.3k Ai,,= Developmeno- in ....

NtWl h 41 Eq. 6, 4000 F F A-= 1.58 A)= 54% Yes 0.36 in'/It 54% N/A e No =7 inN

North Watt Shear Hand Cac .Nin/f ft 0.72 in / E. F (E) Splice Length /tt E. F. (E, 1) 111

CW-29 Walt t3 - Ftexure 45-46 FEA. ACt Load A, 0.79 A, = 0.46 in Yes 0.46 (0) Development/ A, = 0 79 in2 N

Sooth Wall Sot Vertical alVria SP-t7 P1 Eq. N') 5, 4000 F F in/fl iHI .F. F Y / E. F. 42% (0) Splice Length No /t E. F.No /f .F H H /fi E. F. 

A,= 0.31 A,= 0.31

in 2/ft E. F. in2/ft E. F.

Wall 13 - Flexure 47-48 FEA, ACI Load A 0.79 (H, Jt (H. J) Development/ A, = 0.79 in2 CW-29 Eq. 7, 4000 F F . A, 54% Yes A, 54 () D= No No South Wall Horiz. SP-17 (N) / E 0.3n/f E. 0.36 i4/fl ice Length /fit E. F.

F. E.F.

(E. G) (E, G)

A,= 0.31

V -t499k in2

/t E. F.

Walt 3- tn-Plane FEA Load V, = 2983 k . 1 9 Deeopmen CW-29 49-50 Eq. 8, 4000 F F A,-=079 A,= 0.3t 49 Ye54% N/A No in No South Wall Shear Hand Calc (N) (NI in2/flE. /f F. i2/ftn0.36 E. F. (P) 0.6 in2/ft /,Sptice pieLnthN Length /ft E. F. . . N

E.F.

(E, G) I I

MPR QA Form: OA-3.1-3. Rev. 0

Page 168 of 182
MPR Associates, Inc.

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Calculation No. Prepared By Checked By Page: K-5

0326-0058-63 F Aý. Revision: I

As Documented Options to Increase Margin

Structural Consider Other Location Concern due Options to Options ASR or Maox ner o Reduce Actuat Re bar Otos Anticipated Concern?

r EC Rebar Rebar Area Moment ofA____ toASR Rec e ?Margin

Calc Wall Evaluation Pages Method Loads iv Capcity Demand Margin Credited? Required AR Risk? Area Present

Ipsi Ipsite? Rqirdl~_.

Reserve:

A,= 1 197

Core in2

CW-29 Wall 10- Bores: M4- Hand Cale N/A 4000 F F Cut: A,= 1.505 2t%, Yes 21%,c) N/A N/A, (LA No in5, No

North Wall Vertical M5 A, A.79 in" m2 (K) (C) in" (K) One Face

Reinf. Remaining:

A, = 0.407

in'. (K)

Reserve:

A,= 1.86

Core in0

Noh Wall - Bores: M4- Hand Cl N/A 4000 F F uA A, = 1.56 in2 41%, Y A = 1.56 41%.(CI N/A Development/ A, = 2.63 inNorth Wall Horiz. M50.79 inH (MC) in2 (M) Splice Length One Face

Reinf. Remaining:

A,= 1.07

12"

Limiting Response dia. x

SBSAG- Wall of of 12" dia. 60 15A 86% Ap =0.44 =

Service x 15' Steel 6 SR0, 3.5.3 3000 3.1256 0.15 u',i 10.3 1.45 Yes in2/ft, E F., 44% N/A evelopment/ oA,=0.79 inNo Water Wale77 Pipe PiPSteel Pipe (Q) (R) Splice Length /ft E. F. No

Pumphouse Missile Missile

Limiting

SBA-Wall of Response A. =0.44 SAG- ice of 60, SRIP 3.53 Auto. 3000 3.12e6 0.15 i',, = 10.3 A << 1 > 90% Yet iAn=/f. E. F., 44% N/A Development/ No A, = 0.79 in2 No

Nil Water Automobile 81 Missile Splice Length /ft E. F.

Pumphouse Missile

Limiting Response

SBSAG Wall of f d 70Wood >2%A, D2- i Service 85 SRP 3.5.3 Pole 3000 3.12e6 0.15 P'a = 1.32 )7 < 1 Yes in'/ft, E. F., 44% N/A evelopmenLe No A .= 0.79 in2 No

Ni L Possle Misil (Q) R Splice Length /ft E. F. Water(R

PumphouseMislMiie

General Notes:

1. The walls were designed with #8 @ 12" for tornado missile loads. The methodology of Calculation SBSAG-I MA was followed with progressively lower steel reinforcement areas and it was determined that

#6 @ 12" reinforcement is adequate. Note that the light-aircraft impact analysis was not re-evaluated, since that portion of the calculation was for a "typical" wall and did not represent the limiting wall in

the structure. The results for a "typical" wall are unchanged.

MPR OA Form: QA-3.1-3, Rev. D

Page 169 of 182
MPR Associates, Inc.

320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: K-6

0326-0058-63 ' , Revision: I

Specific Notes:

A. The minimum required A, = 0.36 in2

/ft. However, the capacity is based on #8 bars at 12" spacing for satisfying the missile shield requirement.

B. The required steel for horizontal flexure and in-plane shear loads is less than the minimum required steel.

C. Does not include rebar required for reacting a tornado missile.

D. Not used.

E. Based on minimum requirement for walls.

F. Computer model was used to extract loads on walls. It is not known what concrete elastic modulus or Poisson's ratio were used in the model.

G. The minimum reinforcement area was not presented in the calculation for this wall, but it is limiting. Therefore, it is calculated and presented herein.

H. Reinforcement required from design basis loads excluding tornado missile evaluation.

I. Total reinforcement requirement for the full section (sum of both tension and compression faces).

J. Requirement from the combination of both in-plane shear and horizontal flexure reinforcement calculations.

K. Remaining rebar is in excess of that required by analysis over a 3-5" span. That required.by analysis is presented in the "Demand" column (area required per foot times span).

L. There are no splices in the region of the core bore (DWG 101094).

M. Remaining rebar is in excess of that required by analysis over a 4'-4" span. That required by analysis is presented in the "Demand" column (area required per foot times span).

N. The component loads in each load case are not described in this document.

0. Location of the maximum moment was not described in the results.

P. Margin based on shear loads.

Q. Based on reported Demand and Capacity. These factors may not accurately represent the margin present since the parameters are non-linear.

R. The required reinforcement was calculated following the same methodology presented in SBSAG-MI, butwith decreasing values of steel for a 17.5' 23.33' wall (representing the north wall ofthe bump

out). The procedure was stopped at A, = 0.44 in2

/ft and the failure limit had not been reached. The wall may be acceptable with less steel.

MPR OA Form: QA-3.1-3, R. 0

Page 170 of 182
MPR Associates, Inc.

*M PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: L-1

0326-0058-63 iV? 9-- ("-- - Revision: I

L

Implementation of Reinforcement Embedment

Criterion

ASR has the potential to reduce the effective strength of reinforced concrete at locations of

reinforcement lap splices and at locations of reinforcement straight bar embedment in areas

where a three-dimensional reinforcement cage is not provided. Additional length is required in

the reinforcement lap splice length and in the embedment length to fully develop the strength of

the reinforcing steel in ASR-affected areas.

The sections below calculate the splice and embedment length required in ASR-affected areas

for two loading cases: flexure and in-plane-shear. The calculations consider a potential 40%

strength reduction in the splice as observed by Chana (Reference 8) and 23% conservatism in the

ACI Code equations for reinforcement lap splice strength as documented in ACI Code

Committee reports (Reference 5).

L. I Reinforcement Embedment in Flexure

This section considers the moment capacity of a reinforced concrete section with rebar on the

tension face, neglecting any rebar on the compression face. Neglecting rebar on the compression

face is a conservative assumption, typically used in design, and is neglected in many of the

safety-related calculations for Seabrook Station. The rebar on the compression face is neglected

in this evaluation for simplicity and this approach does not alter the final conclusion. The

calculation below will determine the effect of the potential 40% strength reduction and the 23%

code conservatism on moment capacity.

The moment capacity M, of a concrete section crediting the rebar area A, to carry tension and the

concrete to react compression (assuming a rectangular concrete stress block; derived following

Reference 3, Section 10.3.1) is:

Mc = Asfy(d--2) (1)

wherefy is the specified yield strength of reinforcing steel, d is the distance from the concrete

extreme compression fiber to the centerline of reinforcing bars in tension, and a is the depth of

the concrete compression block.

Page 171 of 182
MPR Associates, Inc.

I M PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: L-2

0326-0058-63 l'V, 9- .{J" -, /-- Revision: I

The required development length Id of a reinforcing bar of size #11 or less (applicable to all

areas of concern for ASR degradation) (Reference 3, Section 12.5(a)) is:

Id = O0.4Abfyl (2)

I where Ab is the cross-sectional area of a single bar and f', is the specified compressive strength

of the concrete.

The required development length of a reinforcing bar accounting for the actual area of steel

provided (As(prov)) beyond that required by design (As(req)) (Reference 3, Sec. 12.5(d)) and a

potential 40% reduction of development strength due to ASR (Reference 4, Table 4) is:

ld(ASR) = 1 .4 1d As(req) 12 (3) As(prov )

In a case where the required development length is not provided, the allowable stress on the

rebar must be reduced. The relationship between the required development length and the

allowable rebar stress fy(eff) is:

Id(ASR) ld(prov) (4)

fy fy(eff)

Solving the relationship in Eq. 4 for fyejnff) results in:

fy ldprv )'y=(5)

fy~ef) - d(ASR )

Substituting fy(eff) for fy in Eq. 1 and considering a 23% strength increase relative to the ACI

Code Equations (as justified in Reference 5) results in:

M, = 1.23As(prov)fy(eff)(d - (6)

Substituting the right side of Eq. 5 for fy(eff) results in:

M, = 1. 2 3 As(prov) (d(prov )fy (d (7)

The variable 7 carries the units psi and the coefficient carries the units •.

12 See Section 5.2 of this calculation for a discussion of the applicability of the factor As(req)/As(prov) to

reinforcement which requires development for full fy.

Page 172 of 182
MPR Associates, Inc. *M PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: L-3

0326-0058-63 ,'1C-- 9- . Revision: 1

Substituting the right side of Eq. 3 for ld(ASR) results in:

Mc 1. 2 3 As(prov) A(pr)f (d - (8) .

4 1 ds() 1.4 As(prov )

Simplifying the expression:

M= (,. 2 3 C •(As(prov )2 l('dprov)fY) (d - (9) 14 ý As(req) 2(

Substituting the right side of Eq. 2 for ld and setting Abequal to Asprov) results in the moment

capacity for a wall width equal to the rebar spacing:

MC= (L.23)(AsOprov)2)( ld(prq.)fy ) ad-(0

Simplifying the expression:

Mc = (0.8 79 )(• \ s(req) )d(prn.o ] 0.04 ) • 7 (d -) 2 (11)

The effect of the potential strength reduction and the documented code conservatism on the

moment capacity is a factor of 0.879 on capacity, or a 13.8% reduction in margin. The 13.8%

margin reduction is less than the 17% margin requirement that results from the arithmetic sum of

the 40% reduction and the 23% increase. Therefore, it is conservative to use 17% as the

screening criterion. 13

L.2 Reinforcement Embedment in In-Plane-Shear

This section considers the in-plane shear capacity of a reinforced concrete section that credits

rebar in shear. The shear capacity of a reinforced concrete section is composed of two terms.

One term represents the shear capacity of the plain concrete. The second term represents the

additional shear capacity provided by the rebar. The calculation below will determine the effect

of the potential 40% strength reduction and the 23% code conservatism.

The shear capacity V, provided by the rebar (Reference 3, Equation 1-13, where vs = v. - vc) is:

13 It is noted that the calculated 13.8% reduction in margin is also a conservative result. The actual reduction in

margin is less than 13.8% because the depth of the concrete compression block could be recalculated for the reduced

effective reinforcement strength.

Page 173 of 182
MPR Associates, Inc.

*M PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: L-4

0326-0058-63 ,112 -- 9 -,,.. )4A, 4ý-/ Revision: 1

=A fy (12)

b1v

where A, is the area of shear reinforcement, fy is the reinforcement specified yield strength, b,

is the thickness of the wall, and s is the shear reinforcement spacing.

The required development length Id of a reinforcing bar of size #11 or less (applicable to all

areas of concern for ASR degradation) (Reference 3, Section 12.5(a)) is:

Id- '0°4A bfy1 4 (13)

where Ab is the cross-sectional area of a single bar and f', is the specified compressive strength

of the concrete.

The required development length of a reinforcing bar accounting for the actual area of steel

provided (Av(prov)) beyond that required by design (A,(,.eq)) (Reference 3, Sec. 12.5(d)) and a

potential 40% reduction of development strength due to ASR (Reference 4, Table 4) is:

Id(ASR) = 1.41d A Av(req) 15 (14) v(prov)

In a case where the required development length is not provided, the allowable stress on the

rebar must be reduced. The relationship between the required development length and the

allowable rebar stress fy(eff) is:

Id(ASR) - ld(prov) (15)

fy fy(eff)

Solving the relationship in Eq. 15 for fy(eff) results in:

f ) t

d(prou )fy (16)

y j ld(ASR)

Substituting fy(eff) for fy in Eq. 12 and considering a 23% strength increase relative to the ACI

Code Equations (as justified in Reference 5) results in:

v, = 1 .2 3 Av(prot)fy(eff) (17) bws

14 The variable JT• carries the units psi and the coefficient carries the units ±

'5 See Section 5.2 of this calculation for a discussion of the applicability of the factor Av(req)/Av(prov) to

reinforcement which requires development for full fy.

Page 174 of 182
MPR Associates, Inc. *M PR 320 King Street

Alexandria, VA 22314

Calculation No. Prepared By Checked By Page: L-5

0326-0058-63 fl'" ? 9- (TA.---- - Revision: 1

Substituting the right side of Eq. 16 for fy(eff) results in:

Av~?O )(Id(prov )fY'

v, = 1.23- Id(ASR)Y) (18)

Substituting the right side of Eq. 14 for Id(ASR) results in:

Av~rp ( ld(prov )fy•

v, = 1.23 Ar(prov)/ (19) bs

Simplifying the expression:

( 1. 23 AV(PrOV ) 1 _ V( d(prov ) !Y ) 1__ 0

.4 ),A v(req) V (20)

Substituting the right side of Eq. 13 for Id and setting Ab equal to Av(Prov) results in the

reinforcement shear capacity for a wall width equal to the rebar spacing:

= )(provf) "()(Av~prov) (21)

Simplifying the expression:

V,= 0.7 ))Avpo (Id (pTQV )J'7T (22) ( "Av(req ) / .0

The effect of the potential strength reduction and the documented code conservatism on the steel

component of the shear capacity is a factor of 0.879 on capacity, or a 13.8% reduction in margin.

The 13.8% margin reduction is less than the arithmetic sum of the 40% reduction and the 23%

increase. Therefore, it is conservative to use 17% as the screening criterion.

Page 175 of 182
B

Normalized Hilti Kwik Bolt Capacities

This appendix provides capacities for Hilti Kwik Bolt and Kwik Bolt 2 designs in service at

Seabrook Station. The anchor capacities are normalized to the theoretical capacity using the

same method applied to test results performed at FSEL as part of this assessment

(Reference 9.2.7). Plots of normalized anchor capacity as a function of embedment depth,

shown in Figure B-I and Figure B-2, are discussed in Section 7.5 of this report.

Table B-i and Table B-2 list the design tensile allowable load for the range of Hilti Kwik Bolt

and Kwik Bolt 2 sizes and embedment depths specified for use at Seabrook Station. These

design allowable loads were developed by applying a safety factor of four to the mean tested

failure load for the anchor. Based on this, the mean anchor capacity is determined by

multiplying the design load by SF=4, as shown in Table B-I and Table B-2. The theoretical

anchor capacity is calculated using the following equation, which is explained in Section 7.4.2.

Nb= F

where:

Nb = Concrete breakout capacity for a single anchor remote from edges (lbf)

C= 1.0 for cracked concrete

k = 17 for expansion anchors

f = Specified 28-day concrete compressive strength (3,000 psi)

hef = Effective embedment depth (in)

Fm = 0.7; factor to correct from 5% fractile to mean failure. This ratio represents

standard industry practice, and is based on typical sample sizes and

coefficients of variation for breakout test.

MPR-3727 B-I

Revision I

Page 176 of 182
Table B-1. Hilti Kwik Bolt Normalized Capacities

Diameter Embedment Design Allowable Design Tensile Theoretical Normalized

(in) Depth (in) Tensile Load (lb)1 Capacity (lb) 2 Capacity (lb)3 Capacity4

2.25 1,255 5,020 4,489 1.12

2.5 1,440 5,760 5,258 1.10

2.75 1,625 6,500 6,066 1.07

3.5 2,055 8,220 8,710 0.94

4.5 2,315 9,260 12,698 0.73

5.5 2,540 10,160 17,158 0.59

2.75 1,500 6,000 6,066 0.99

3.5 1,920 7,680 8,710 0.88

0.625 4.0 2,145 8,580 10,641 0.81

4.5 2,375 9,500 12,698 0.75

5.5 2,730 10,920 17,158 0.64

6.5 3,005 12,020 22,044 0.55

3.25 2,290 9,160 7,794 1.18

4.0 2,890 11,560 10,641 1.09

0.75 5.0 3,525 14,100 14,872 0.95

6.0 3,975 15,900 19,550 0.81

7.0 4,600 18,400 24,635 0.75

4.5 3,750 15,000 12,698 1.18

1.00 5.0 4,300 17,200 14,872 1.16

6.0 5,130 20,520 19,550 1.05

7.0 5,200 20,800 24,635 0.84

5.5 5,250 21,000 17,158 1.22

6.5 6,090 24,360 22,044 1.11

1.25 7.0 6,465 25,860 24,635 1.05

7.5 6,840 27,360 27,321 1.00

8.5 7,465 29,860 32,964 0.91

9.5 8,000 32,000 38,949 0.82

Notes:

1.

2.

3.

4.

Reference 9.6.5

Design Capacity = Design Allowable Load x 4 (Safety Factor)

Theoretical capacity based on mean failure in cracked concrete (See text above).

Normalized Capacity = Design Capacity / Theoretical Capacity

MPR-3727

Revision I

B-2

Page 177 of 182
Table B-2. Hilti Kwik Bolt 2 Normalized Capacities

Diameter Embedment Design Allowable Design Tensile Theoretical Normalized

(in) Depth (in) Tensile Load (lb)1 Capacity (lb) 2 Capacity (lb) 3 Capacity4

0.25 1.125 308 1,370 1,587 0.78

2.0 556 2,690 3,762 0.59

3.75 625 2,990 9,660 0.26

0.375 1.625 613 3,420 2,755 0.89

2.5 1,206 5,830 5,258 0.92

4.25 1,300 6,645 11,655 0.45

0.5 2.25 1,231 5,355 4,489 1.10

3.5 2,000 8,195 8,710 0.92

6.0 2,163 8,830 19,550 0.44

0.625 2.75 1,750 7,750 6,066 1.15

4.0 2,668 11,335 10,641 1.00

7.0 3,250 13,850 24,635 0.53

0.75 3.25 2,175 9,100 7,794 1.12

4.75 2,875 15,985 13,771 1.13

8.0 4,625 21,970 30,099 0.61

1.00 4.5 3,800 15,200 12,698 1.20

6.0 5,625 22,500 19,550 1.15

9.0 7,188 28,750 35,915 0.80

Notes:

1. Reference 9.6.5

2.

3.

4.

Design Capacity = Design Allowable Load x 4 (Safety Factor)

Theoretical capacity based on mean failure in cracked concrete (See text above).

Normalized Capacity = Design Capacity / Theoretical Capacity

MPR-3727

Revision 1 B-3

Page 178 of 182
1.4

1.2 - - . ------ --.. _ _ _

1.0

i o-4-0.5

* 0.6 -6-0.625

- 0.75 " 

-4 0.6 *- 2 

-01.25

0.4

0.2

0.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0

Embedment Depth

Figure B-1. Hilti Kwik Bolt Normalized Tensile Capacity

1.4

1.2

1.0

0. -4-0.25

"--0.375

.w --'/•0.5

A 0.6 -04-0.625

-0--0.75

0.4

0.2

0.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0

Embedment Depth

Figure B-2. Hilti Kwik Bolt 2 Normalized Tensile Capacity

MPR-3727 B-4

Revision I

Page 179 of 182
FP 100716 Supplement I

Supplement to MPR Report 3727

Seabrook Station: Impact of ASR on Concrete Structures and Attachments

Discussion

FP 100716 (MPR Report -3727) "Seabrook Station: Impact of Alkali-Silica Reaction on

Concrete Structures and Attachments" was prepared as an interim assessment to address

the impact of ASR at Seabrook. The structural assessment applied a conservative

reduction to certain ASR susceptible design parameters. Results of the conservative

assessment identified ten locations (one of which has six local areas of concern for a total

of fifteen) where there may not be sufficient margin to satisfy the applicable design

requirements per ACI 318-71 (FP 100716, Table 6-6). This supplement identifies

additional available margin to assure structural integrity.

The additional available margin, based on the existing design basis calculations, at the

nine locations identified was computed in Calculation C-S-1-10168. The approach used

the design basis calculations as an analysis template and quantified the available margin

based on removing load factors applied to the load dead load, live load, hydrodynamic

and seismic loadings. Where appropriate the approach used the 28 day compressive

strength, based on field cylinder break tests, to compute a higher allowable stress. Either

one or both approaches was used in calculating the available margin.

Page 180 of 182
FP 100716 Supplement I

Supplement to MPR Report 3727

Seabrook Station: Impact of ASR on Concrete Structures and Attachments

Table of Marain Assessments

Wall Evaluation ASR Effect Capacity Demand Margin vs ASR Effect

(FP 100716) (C-S-1-10168) Reduction

RHR Vault, Various Rooms

El. (1) 45' Out of Plane Concrete

4' Ext Wall Shear Shear vc = 109 psi Vc = 58.3 psi 46.5% > 25% reduction

Capacity

Reduce 25%

Emergency Feedwater Pumphouse, Room EFST1

East Vertical

Reinf. for in- Embedment & A = 3.16 in2/ft A = 1.55 in2/ft 51% > 17% reduction

plane Splice Length

Moment El. Increased 17%

0' to 27'

RCA Tunnel

NE Corner Vertical

Tunnel Reinf. Pc = 26.5 kip Pc = 13.9 kip 47.6% > 40% reduction

Flexure and Embedment &

Compression Splice Length

NE Corner Horizontal Increased 40% 39% - 40% reduction

Tunnel Reinf. Shear A = 0.88 in2/ ft A = 0.54 in2

/ ft (within conservative methods of

determining the reduction)

West Wall Flexure and

Core Bore Tension Pc = 22.0 kip Pc = 10.1 kip 54% > 40% reduction

RCAW-12

Page 181 of 182
FP 100716 Supplement I

Supplement to MPR Report 3727

Seabrook Station: Impact of ASR on Concrete Structures and Attachments

Table of Margin Assessments

(Continued)

Wall Evaluation ASR Effect Capacity Demand Margin vs ASR Effect

(FP 100716) (C-S-1-10168) Reduction

Diesel Generator Building, Room DG102

East Flexure Embedment &

Splice Length A = 2.08 in2/ ft A = 1.41 in2/ ft 47.5% > 17% reduction

Increased 17% 1

Cooling Tower

South, El Horiz. reinf. Embedment &

32' to 39', for in-plane Splice Length A = 1.56 in2/ft A = 1.25 in2

/ ft 20% > 17% reduction

Cols A - D shear, Increased

bending and 17%

tension

South, El. Out of Plane Concrete

(-) 8' to 21' Shear Shear vc = 111 psi vc = 73.6 psi 34% > 25% reduction

Capacity

Reduce 25%

South, El. Vert. reinf. for Embedment &

21' to 45' bending Splice Length A = 0.79 in2

/ ft A = 0.54 in2

/ ft 32% > 17% reduction

Increased

17%

South, El. Vert. reinf. for Embedment &

>50', Cols bending and Splice Length A = 0.79 in2

/ ft A = 0.53 in2

/ ft 33% > 17% reduction

D-K tension Increased

17%

Page 182 of 182