ML15075A347
| ML15075A347 | |
| Person / Time | |
|---|---|
| Site: | Calvert Cliffs  |
| Issue date: | 03/10/2015 |
| From: | AREVA |
| To: | Office of Nuclear Material Safety and Safeguards |
| Shared Package | |
| ML15075A350 | List: |
| References | |
| 10955-TLAA01 | |
| Download: ML15075A347 (10) | |
Text
ENCLOSURE 14 Non-Proprietary 10955-TLAA01, Time Limited Aging Analysis (TLAA) of HSM-HB Concrete for Thermal Considerations Calvert Cliffs Nuclear Power Plant March 10, 2015
Non-Proprietary CONTROLLED COPY E-281 Calculation No.: 10955-TLAA01 ACalculation Form Cover 3.2-1 Sheet RevisionNo.: 0 A R EVA Revision 8 Page 1 of 9 DCR NO (if applicable): 10955-005 PROJECT NAIVE: NUHOMS 32PHB System PROJECT NO: 10955 CUENT: CENG - Calvert Cliffs Nuclear Power Plant (CCNPP)
CALCULATION TITLE:
Time-Limited Aging Analysis (TLAA) of HSM-HB Concrete for Thermal Considerations SUMVIARY DESCRIPTION:
- 1) Calculation Summary This Time-Limited Aging Analysis (TLAA) evaluates time-dependent aging mechanisms associated with potential degradation of HSM-HB components due to elevated temperature and thermal cyclic fatigue.
- 2) Storage Media Description N/A If original issue, is licensing review per TIP 3.5 required?
Yes El No 0 (explain below) Licensing Review No.:
This calculation is prepared to support a Site Specific Ucense Renewal Application by CCNPP that will be reviewed and approved by the NRC. Therefore, a licensing review per TIP 3.5 is not applicable.
Software Utilized: Version:
None N/A Calculation is complete: Date:
Digitally signed by PAN DEY Slta Ram 02/06/2015 Date: 2015.02.0610:24:33
-05'o0 Originator Name and Signature: Sita Ram Pandey Calculation has been checked for consistency, completeness and correctness: Date:
Digitally signed by
,,.PARK SI-Hwan 02/06/2015 ADate: 2015.02.06 Checker Name and Signature: Si-Hwan Park 11:05:56 -05)0' Calculation is approved for use: Date:
PATELGk sh LIroARV GROUP,
.. * ; I 2.5A.45= 11D2D8D413995674D417FC Fcrnr L 1Gir-sh 2015.03.( 16.3438-05CC ProjectEngineer Name andSignature:__GiishPatel_________
Calculation No.: 10955-TLAA01 oalculation Revision No.: 0 Page: 2 of 9 REVISION
SUMMARY
Calculation No.: 10955-TLAA01 Calculation Revision No.: 0 AREVA Page: 3of9 TABLE OF CONTENTS Page 1.0 PURPOSE ......................................................................................................................................................... 4
2.0 REFERENCES
............................................................................................................................................ 4 3.0 ASSUM PTIONS ...................................... *..................................................................................................... .... 5 4.0 METHODO LOGY ............................................................................................................................................. 5 5.0 COM PUTATION .............................. 6....................................... ........................................................ 5 5.1 Concrete Horizontal Storage Module (HSM) ....................................................................................... 5 6.0 RESULTS .......................................................................................................................................................... 9
7.0 CONCLUSION
S ........................................................................................................................................ v....... 9 LIST OF TABLES Page Table 1: Maxim um Concrete Temperature at the Beginning of Storage ..................................................... 7 Table 2: Estimated HSM Concrete Maximum Temperatures at 20, 40 and 60 Years of Storage ............... 8
Calculation No.: 10955-TLAA01 Calculation Revision No.: 0 AREVA Page: 4cf9 1.0 PURPOSE This TLAA evaluates time-dependent aging mechanisms associated with potential degradation of HSM-HB components due to elevated temperature and thermal cyclic fatigue. Conservatively, the assessment is based on the temperatures at initial storage conditions.
2.0 REFERENCES
2.1 AREVA Inc. Document NUH003.0103, "Updated Final Safety Analysis Report for the Standardized NUHOMSa Horizontal Modular Storage System for Irradiated Nuclear Fuel", Revision 14, September 2014.
2.2 Calvert Cliffs Independent Spent Fuel Storage Installation Updated Safety Analysis Report, Revision 17, September 2008.
2.3 Safety Evaluation Report for the Standardized NUHOMS Horizontal Modular Storage System for Irradiated Nuclear Fuel, US Nuclear Regulatory Commission, December 1994.
2.4 ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures &
Commentary".
2.5 ACI 318-95, "Building Code Requirements for Reinforced Concrete".
2.6 NUREG-1536, Revision 1, "Standard Review Plan for Spent Fuel Dry Storage Systems at a General License Facility", Final Report, July 2010.
2.7 Transnuclear Specification NUH-03-0214, Revision 7, "Precast Concrete Construction of NUHOMS HSM".
2.8 TN Calculation 67009-TLAA04, Revision 0, "Time-Limited Aging Analysis (TLAA) of Horizontal Storage Module (HSM) for CoC 1004 Renewal".
2.9 TN Calculation 67009-TLAA11, Revision 0, "Outer Surface Weld Temperature of the NUHOMS DSCs Stored in the HSM-H".
2.10 TN Calculation NUH32PHB-0208, Revision 0, "HSM-HB Structural Analysis for NUHOMS 32PHB System".
Calculation No.: 10955-TLAA01 Calculation Revision No.: 0 AREVA Page: 5 cf9 3.0 ASSUMPTIONS
- 1. The maximum predicted temperatures in the HSM concrete surface are assumed to be based on the temperatures at the beginning of storage.
4.0 METHODOLOGY The concrete HSM is evaluated for sustained elevated temperature effects and thermal fatigue over 60 years.
5.0 COMPUTATION 5.1 Concrete Horizontal Storage Module (HSM)
Concrete HSM Elevated Temperature Effects Evaluation Per [2.10], the HSM-HB is. designed to meet the requirements of ACI 349-97 [2.4] and constructed per the requirements in ACI 318-95 [2.5]. HtSM temperature limits are per ACI 349-97 [2,4]. The temperature limits specified in Section A.4 of ACI 349-97 [2.4] are as follows:
Temperatures shall not exceed 150'F except for local areas, such as around penetrations, which are allowed to reach a maximum of 200'F for normal operation or any other long term period. For accident or any other short term period, the temperatures shall not exceed 3500 F for the surface. Higher temperatures may be allowed for concrete if tests are provided to evaluate the reduction in strength and this reduction is applied to design allowables.
Additionally, the following temperature criteria are used for the HtSM concrete per Section 3.0 of [2.3]:
- 1. If concrete temperatures of general or local areas do not exceed 93.3 0C (2000F) in normal or off-normal conditions/occurrences,no tests or reduction of concrete strength are required.
- 2. lf concrete temperatures of general or local areas exceed 93.30C (2000 F) but would not exceed 1490C (3000F), no tests or reduction of concrete strength are required if Type I/ cement is used and aggregates are selected which are acceptable for concrete in this temperature range. The staff has accepted the following criteria for aggregates (fine and coarse) which are considered suitable:
Calcultion No.: 10955-TLAA01 Calculation Revision No.: 0 AREVA Page: 6 of 9
- b. Have demonstrated a coefficient of thermal expansion (tangent in temperaturerange of 210 C to 37.80C (70*F to 100°F)) no greaterthan lx1O-5 cmrn/omC (6x1O* in/in/'F) or be one of the following minerals: limestone, dolomite, marble, basalt,granite, gabbro or rhyofite.
The above criteriain lieu of the ACI 349 requirements (for ISFSI only) do not extend above 1490 C (30001F) for normal or off-normal temperatures for general or local areas and do not modify the ACI requirementsfor accidentsituations. For an ISFSI, use of any Portland cement based concrete, where normal or off-normal temperatures of general or local areas may exceed 1490C (3000 F), or where "accident"temperatures may exceed 177 0C (3500 F), require tests on the exact concrete mix (cement type, additives, water-cement ratio, aggregates,proportions) which is to be used. The tests are to acceptably demonstrate the level of strength reduction which needs to be applied, and to show that the increased temperatures do not cause deteriorationof the concrete either with or without load.
The NRC staff considered an exception to the second criteria above for the requirements for fine aggregates only. This exception should not be construed as general acceptance for ISFSI usage for any normal temperatures exceeding 93.30C (2000F) or any off-normal temperaturesexceeding 1070C (2250F).
- 1. Fine aggregatescomposed of quartz sand, sandstone sands, or any sands of the following minerals: limestone, dolomite, marble, basalt, granite, or rhyolite; or any mixture of these may be used without further documentation as to the coefficient of thermalexpansion.
- 2. Fine aggregates must satisfy requirements of ASTM C33 and ACl 349, and of the documents incorporatedin those by reference.
Proprietary
Calculation No.: 10955-TLAA01 Calculation Revision No.: 0 AREVA Page: 7 of 9 Proprietary
Calculation No.: 10955-TLAA01 Calculation Revision No.: 0 AREVA Page: 8cf9 Proprietary
Calculation No.: 10955-TLAA01 Calculation Revision No.: 0 AREVA Page: 9of9 Proprietary 6.0 RESULTS This TLAA evaluated the effects of temperature, and thermal cyclic fatigue of the HSM-HB components. The evaluation conclusions are as follows:
Degradation due to elevated temperature is not an aging effect requiring management for the HSM concrete. The long-term temperatures corresponding to maximum design basis heat loads trend toward the allowed long-term temperature limits of the ACI 349 Code. The thermal cyclic fatigue is also not an aging effect requiring management for the HSM concrete.
7.0 CONCLUSION
S In summary, all of the concrete components of the HSM-HB will not be impaired by thermal cyclic effect or elevated temperature and will be functionally adequate for a total service life of 60 years.