SBK-L-16153, Calculation 0326-0062-CLC-04, Rev. 0, Calculation of Through-Wall Expansion from Alkali-Silica Reaction To-Date at Seabrook Station.
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| Site: | Seabrook  |
| Issue date: | 07/19/2016 |
| From: | Card A MPR Associates |
| To: | NextEra Energy Seabrook, Office of Nuclear Reactor Regulation |
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| SBK-L-16153 0326-0062-CLC-04, Rev 0 | |
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D Through-Thickness Expansions To-Date for the First Campaign of Extensometers This appendix includes MPR Calculation 0326-0062-CLC-04, Calculation of Through-Wall Expansion.from Alkali-Silica Reaction To-Date at Seabrook Station: First Campaign of Extensometers, Revision 0.
MPR-4153 D-1 Revision 2
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MPR Associates, Inc.
mMPR 320 King Street Alexandria, VA 22314 CALCULATION TITLE PAGE Client:
NextEra Energy Seabrook Page 1 of 15 Project: Task No.
Approach for Estimating Through-Wall Expansion from Alkali-Silica Reaction at Seabrook Station 0326-1405-0074
Title:
Calculation No.
Calculation of Through-Wall Expansion from Alkali-Silica Reaction To-Date at Seabrook Station 0326-0062-CLC-04 Preparer I Date I Checker I Date I Reviewer & Approver I Date I Rev. No.
~~ ~~ cro~/.y 0
Amanda E. Card David Cowles Christopher Bagley July 19, 2016 July 19, 2016 July 19, 2016 QUALITY ASSURANCE DOCUMENT This document has been prepared, checked, and reviewed/approved in accordance with the QA requirements of 10CFR50 Appendix Band/or ASME NQA-1, as specified in the MPR Nuclear Quality Assurance Program.
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mMPR* 320 King Street Alexandria, VA 22314 RECORD OF REVISIONS Calculation No. Prepared By Checked By Page: 2 0326-0062-CLC-04 Revision Affected Pages Description 0 All Initial Issue 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.
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mMPR Prepared By: 0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 3 Table of Contents 1.0 Purpose and Background .....................................................................................4 2.0 Summary of Results and Conclusion ..................................................................4 3.0 Methodology........................................................................................................... 5 3.1 Using 28-Day Compressive Strength to Determine Original Elastic Modulus ............ 5 3.2 Determining Through Thickness Expansion from Elastic Modulus ............................ 6 4.0 Assumptions .......................................................................................................... 6 4.1 Verified Assumptions ................................................................................................... 6 4.2 Unverified Assumptions ............................................................................................... 6 5.0 Design Inputs ......................................................................................................... 6 5.1 Original Compressive Strength Data ............................................................................ 6 5.2 Current Elastic Modulus Data .................................. ,................................................... 8 6.0 Calculations and Results .................................................................................... 10 6.1 Original Elastic Modulus ............................................................................................ 10 6.2 Nominal Through-Thickness Expansion To-Date ...................................................... 11 6.3 Adjusted Through-Thickness Expansion To-Date ..................................................... 12
- 7. 0 References ............................................................................................................ 15
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mMPR Prepared By: 0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 4 1.0 PURPOSE AND BACKGROUND This calculation determines the through-thickness expansion to-date from Alkali-Silica Reaction (ASR) for various locations in reinforced concrete structures at Seabrook Station. The current through-thickness expansion values were calculated using a correlation between through-thickness expansion and elastic modulus of concrete test specimens affected by ASR.
Seabrook Station is installing extensometers to monitor through-thickness expansion. The first set of eighteen extensometers has been installed. This calculation determines the current through-thickness expansion values for the first set of extensometer locations.
Seabrook Station will follow the process presented in this calculation to determine the current through-thickness expansion values upon installation of the remaining extensometers.
2.0
SUMMARY
OF RESULTS AND CONCLUSION The table below provides through-thickness expansion values to-date for eighteen reinforced concrete locations at Seabrook Station. Each of the locations corresponds to the location of an installed extensometer.
Table 2-1. Through-Thickness Expansion To-Date
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0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 5 Table 2-1. Through-Thickness Expansion To-Date 3.0 METHODOLOGY This calculation uses the equation developed in Reference 3 to determine the current through-thickness expansion from ASR. The equation in Reference 3 uses normalized elastic modulus (i.e., current elastic modulus I original elastic modulus) to determine through-thickness expansion to-date. The key steps in the methodology used herein are (1) determination of the original elastic modulus which was not directly measured during original construction and (2) determination of through-thickness expansion using the equation in Reference 3.
The ASR-affected elastic modulus is determined using measurements of cores removed from the plant structures in the vicinity of the extensometer locations.
3.1 Using 28-Day Compressive Strength to Determine Original Elastic Modulus Section 8.5.l of ACI 318-71 (Reference 2) states that the 28-day elastic modulus (Ee) of concrete can be calculated based on the density of concrete in lb/ft3 (we) and the 28-day compressive strength of concrete (fc'). The elastic modulus for normal weight concrete (approximate density of 144:~) can be calculated using Equation 1. Equation 1 was developed using data from a wide range of concrete and is therefore generally applicable to most concrete mixes.
Ee = 57,ooof!J (Equation 1)
Reference 1 evaluates the applicability of Equation 1 to the concrete mix used in the test programs that MPR sponsored at Ferguson Structural Engineering Laboratory (FSEL)
(i.e., the MPR/FSEL test programs). Based on the results of Reference 1, the relationship between the measured 28-day compressive strength (original compressive strength) and the 28-day elastic modulus for the test specimens within the MPR/FSEL test programs is consistent with the ACI equation.
Using Equation 1 to evaluate concrete at Seabrook Station is also appropriate. The correlation was demonstrated to apply to the concrete used in the MPR/FSEL test programs in Reference 1 and the concrete mix used in the MPR/FSEL test programs was representative of the concrete at
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0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 6 Seabrook Station. Accordingly, the compressive strength of concrete identified in Seabrook Station's original construction records can be used to determine the original elastic modulus (Ee) of the concrete of interest.
3.2 Determining Through Thickness Expansion from Elastic Modulus Reference 3 determines a correlation (Equation 2) between through-thickness expansion and normalized elastic modulus of concrete test specimens affected by ASR. The correlation is based on data from test programs that MPR sponsored at FSEL. The correlation was verified against published data.
(Equation 2)
Where:
expansion is the relative through-thickness expansion of the concrete specimen (e.g., 0.02 equals a 2% expansion) and modulus is the normalized modulus of the test specimen after ASR.
A normalized modulus reduction factor o f . was applied to Equation 2 to provide appropriate conservatism for the methodology.
4.0 ASSUMPTIONS
- 4. 1 Verified Assumptions There are no verified assumptions.
4.2 Unverified Assumptions There are no unverified assumptions.
5.0 DESIGN INPUTS
- 5. 1 Original Compressive Strength Data The original compressive strength data were used to determine the original elastic modulus using Equation 1. Seabrook Station provided MPR with Concrete Compressive Strength Test Reports from Pittsburgh Testing Laboratory (Reference 5). These lab reports contained the 28-day compressive strength data from cylinders that were representative of all but two locations of interest (E18 and E19). The cylinders used to determine the 28-day compressive strength were molded using concrete from the same concrete batch that was used to place the associated concrete structure at Seabrook Station.
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mMPR Prepared By: 0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked Bv: Page No.: 7 Average compressive strength values for specific structures provided in Reference 4 were used when applicable Concrete Compressive Strength Test Reports from Pittsburgh Testing Laboratory were not available. Reference 4 evaluates available 28-day compressive strength values of concrete cylinders during the original construction of Seabrook Station.
The calculation determines the average of all compressive strength values and calculates the range and standard deviation. Using the average compressive strength value for Seabrook Station for locations El 8 and El 9 is appropriate due to the fact that original compressive strength does not have a significant effect on the through-thickness expansion to-date.
Table 5-1 presents the average and standard deviation associated with the original compressive strength of each location. The average compressive strength is used to determine the nominal through-thickness expansion to-date. The range and standard deviation illustrate the variability among the original compressive strength data.
Table 5-1. Original Compressive Strength Data Average Range Standard Deviation Location (psi) (psi) (psi)
E1 5197 1240 371 E2 6163 2140 705 E3 5666 1000 320 E4 4429 1750 526 E5 5266 880 363 E6 5922 1200 401 E7 6412 780 217 E8 5426 980 315 E9 4910 1510 400 E10 5186 870 243 E11 5774 1700 530 E12 5666 1000 320 E13 5710 180 104 E14 5426 980 315
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Calculation No.:
mMPR Prepared By: 0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 8 Table 5-1. Original Compressive Strength Data Average Range Standard Deviation Location (psi) (psi) (psi)
E15 6037 170 93 E16 5387 780 392 E18 5456 3120 568 E19 5456 3120 568 Note:
Compressive strength values for locations E1 through E16 were taken from Reference 5. Compressive strength values for locations E18 and E19 were taken from Reference 4.
5.2 Current Elastic Modulus Data Seabrook Station determined the current elastic modulus by testing cores removed from each location and provided the results to MPR (Reference 6 and Reference 7). Results from these tests are listed in Table 5-2.
Multiple elastic modulus values were obtained for each location of interest. The "-1," "-2," and
"-3" after the location title designate between the specific core locations. Some locations have multiple modulus results because sufficient intact core length was available for two test specimens. The average and range values presented below consider all tests performed on cores from the same general location. The average current elastic modulus data is used to determine the nominal through-thickness expansion to-date. The range illustrates the variability associated with current modulus data.
Table 5-2. Current Elastic Modulus Data Modulus 1 Modulus 2 Average Range Location (psi) (psi) (psi) (psi)
E1-1 2.20E+06 2.10E+06 2.04E+06 8.50E+05 E1-2 2.35E+06 1.50E+06 E2-1 3.00E+06 NIA 2.70E+06 6.00E+05 E2-2 2.40E+06 N/A
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0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 9 Table 5-2. Current Elastic Modulus Data Modulus 1 Modulus 2 Average Range Location (psi) (psi) (psi) (psi)
E3-1 2.35E+06 2.10E+06 2.49E+06 7.00E+05 E3-2 2.80E+06 2.70E+06 E4-1 2.80E+06 NIA 3.30E+06 1.00E+06 E4-2 3.80E+06 NIA E5-1 4.45E+06 NIA 4.53E+06 1.50E+05 E5-2 4.60E+06 NIA E6-1 2.95E+06 2.90E+06 2.91E+06 2.00E+05 E6-2 3.00E+06 2.80E+06 E7-1 3.15E+06 3.05E+06 2.97E+06 4.50E+05 E7-2 2.70E+06 NIA E8-1 2.40E+06 NIA 2.55E+06 3.00E+05 E8-2 2.70E+06 NIA E9-1 1.40E+06 1.80E+06 1.50E+06 5.00E+05 E9-2 1.30E+06 NIA E10-1 2.20E+06 2.30E+06 E10-2 2.50E+06 2.45E+06 2.41E+06 4.00E+05 E10-2 2.60E+06 NIA E11-1 2.75E+06 NIA 2.83E+06 1.5E+05 E11-3 2.90E+06 NIA E12-1 3.10E+06 3.05E+06 3.16E+06 4.00E+05 E12-2 3.45E+06 3.05E+06 E13-1 NIA NIA 1.85E+06 O.OOE+OO E13-2 1.85E+06 NIA
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mMPR Prepared By: 0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 10 Table 5-2. Current Elastic Modulus Data Modulus 1 Modulus 2 Average Range Location (psi) (psi) (psi) (psi)
E14-1 2.25E+06 1.90E+D6 1.88E+06 6.00E+05 E14-2 1.70E+06 1.65E+06 E15-1 2.25E+06 NIA 2.38E+06 2.50E+05 E15-2 2.50E+06 NIA E16-1 NIA NIA 4.30E+06 O.OOE+OO E16-2 4.30E+06 NIA E18-1 2.85E+D6 NIA 2.98E+06 2.50E+05 E18-2 3.10E+06 NIA E19-1 3.10E+06 NIA 3.38E+06 -5.50E+05 E19-2 3.65E+06 NIA 6.0 CALCULATIONS AND RESULTS
- 6. 1 Original Elastic Modulus The original elastic modulus was determined by using the average compressive strength data in Table 5-1 and Equation 1, where t: is the 28-day compressive strength and Ee is the original elastic modulus. Results are presented in Table 6-1.
Table 6-1. Nominal Original Elastic Modulus Original Elastic Modulus Location (psi)
E1 4.11 E+06 E2 4.47E+06 E3 4.29E+06 E4 3.79E+06
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0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 11 Table 6-1. Nominal Original Elastic Modulus Original Elastic Modulus Location (psi)
E5 4.14E+06 E6 4.39E+06 E7 4.56E+06 EB 4.20E+06 E9 3.99E+06 E10 4.10E+06 E11 4.33E+06 E12 4.29E+06 E13 4.31E+06 E14 4.20E+06 E15 4.43E+06 E16 4.18E+06 E18 4.21E+06 E19 4.21E+06 6.2 Nominal Through-Thickness Expansion To-Date The average modulus values presented in Table 5-2 and the nominal original elastic modulus values listed in Table 6-1 were used to determine the normalized modulus (modulus).
The nominal expansion to-date was calculated using the normalized modulus and Equation 3.
(Equation 3)
The nominal through-thickness expansion values (i.e., unadjusted though-thickness expansion values) to-date for the eighteen locations of interest are presented in Table 6-2.
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0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 12 Table 6-2. Nominal Through-Thickness Expansion To-Date 6.3 Adjusted Through-Thickness Expansion To-Date Uncertainty in the original modulus (calculated from the original compressive strength) and the measurement variability in current modulus influence the calculated through-thickness expansion values.
To include an appropriate level of conservatism into the calculated through-thickness values, a normalized modulus reduction factor o - was applied, as shown in Equation 4 below.
(Equation 4)
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mMPR Prepared By: 0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 13 Equation 4 results in higher calculated through-thickness values. Results for the 18 locations of interest are shown in Table 6-3. The average original compressive strength, the calculated original elastic modulus, the average current elastic modulus, and the nominal through-thickness expansion values are included for reference.
Table 6-3. Through-Thickness Expansion To-Date Average Average Original Original Nominal Through-Current Location Compressive Elastic Through- Thickness Elastic ID Strength Modulus Thickness Expansion Modulus (psi) Expansion . .factor)
(psi) (psi)
E1 5197 4.11E+06 2.04E+06 E2 E3 6163 5666 4.47E+06 4.29E+06 2.70E+06 2.49E+06 .... ....
E4 E5 4429 5266 3.79E+06 4.14E+06 3.30E+06 4.53E+06 .... ....
E6 E7 5922 6412 4.39E+06 4.56E+06 2.91E+06 2.97E+06 .... ....
ES E9 5426 4910 4.20E+06 3.99E+06 2.55E+06 1.50E+06 .... ....
E10 E11 5186 5774 4.10E+06 4.33E+06 2.41E+06 2.83E+06 .... ....
E12 E13 5666 5710 4.29E+06 4.31E+06 3.16E+06 1.85E+06 .... ....
E14 E15 5426 6037 4.20E+06 4.43E+06 1.88E+06 2.38E+06 .... ....
E16 E18 E19 5387 5456 5456 4.18E+06 4.21E+06 4.21E+06 4.30E+06 2.98E+06 3.38E+06
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mMPR Prepared By: 0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 14 The results in Table 6-3 indicate that Equation 4 inherently provides significant conservatism.
Key observations include the following:
- For the highest through-thickness expansion value of~ation E9), use of Equation 4 increased the expansion value to - (i~ expansion). The impact of the normalized modulus reduction factor (in absolute terms) increases with ASR progression (i.e., at higher levels of expansion).
- In relative terms, application of Equation 4 to th~hest ~h-thickness e~on value (location E9) produced a conservatism of. .(i.e., - expansion/-
expansion).
- The relative conservatism of Equation 4 increases if ASR ro ession is less advanced. As an example, for location El, where nominal expansion is the relative conservatism of using Equation 4 i - ( i . e . - expansion/ expansion).
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mMPR Prepared By: 0326-0062-CLC-04 MPR Associates, Inc. Revision No.: 0 320 King Street Alexandria, VA 22314 Checked By: Page No.: 15 7 .0 REFERENCES
- 1. MPR Calculation 0326-0062-CLC-Ol, Evaluation ofACI Equation for Elastic Modulus, Revision 0.
- 2. ACI 318-71, "Building Code Requirements for Structural Concrete and Commentary,"
American Concrete Institute, 1971.
- 3. MPR Calculation 0326-0062-CLC-03, Correlation Between Through-Thickness Expansion and Elastic Modulus in Concrete Test Specimens Affected by Alkali-Silica Reaction (ASR),
Revision 2.
- 4. MPR Calculation 0326-0062-CLC-02, Compressive Strength Values for Concrete at Seabrook Station, Revision 0.
- 5. Pittsburg Testing Laboratory Concrete Compressive Strength Test Report, transmitted to MPR from Seabrook Station via SBK-L-16086, "Documentation Transmittal to Support Determination of Through-Thickness Expansion to Date and Validate Expansion Behavior at Seabrook," June 9, 2016.
- 6. Simpson Gumpertz & Heger Report No. 160072-LR-Ol, Revision 0, "Laboratory Testing of Concrete Cores at SGH, N extEra Energy Seabrook Station, Waltham, MA,"
May 3, 2016.
- 7. Simpson Gumpertz & Heger Document No. 160072.02-L-001, "Onsite Support and Testing of Twenty-Eight Cores, NextEra Energy Seabrook Station, Waltham, MA,"
July 15, 2016.