ML25279A208
| ML25279A208 | |
| Person / Time | |
|---|---|
| Site: | HI-STORM 100 |
| Issue date: | 10/06/2025 |
| From: | Holtec |
| To: | Office of Nuclear Material Safety and Safeguards |
| Shared Package | |
| ML25279A206 | List: |
| References | |
| 5021082 | |
| Download: ML25279A208 (1) | |
Text
HOLTEC INTERNATIONAL COPYRIGHTED MATERIAL HI-2115090 Proposed Rev. 8BA7 2-104 Table 2.3.7 TEMPERATURE LIMITS (General Note)
Component Normal &
Mechanical Accident Condition Design Temperature Limits (oF) (Note 1)
Short-Term Events Temperature Limits (oF) (Note 6)
Off-Normal and Accident Condition Temperature Limits (oF ) (Note 2)
MPC shell 650 800 1058 MPC basket 752 932 1058 (Note 5)
MPC basket shims 752 932 1058 MPC lid 752 800 1058 MPC closure ring 752 800 1058 MPC baseplate 752 800 1058 CEC shell 650 650 1058 CEC Flange 650 650 1058 Fuel Cladding 752 (Normal Storage) 752 or 1058 (Note 6) 1058 (Note 3)
Damaged Fuel Containers (DFCs) 752 (Normal Storage) 1058 1058 Closure Lid concrete (section average) 300350 (Note 7) 300350 (Note 7) 600 (Note 4)
Closure Lid Top and Bottom Plate 650 650 1058 Remainder of VVM steel structure 650 650 1058 Divider Shell 650 650 1058 Insulation 650 650 1058 SES in Space A for UMAX Version B1/B2 MSE option (section average) (see Figure 2.4.4 and Table 2.3.10) 300 (Note 7) 300 (Note 7) 600350 (Note 8)
HI-TRAC VW inner shell 500 700 HI-TRAC VW bottom lid 350 700 HI-TRAC VW top flange 400 650 to Holtec Letter 5021082
HOLTEC INTERNATIONAL COPYRIGHTED MATERIAL HI-2115090 Proposed Rev. 8BA7 2-106 Note 7: The normal condition design temperature limit for the closure lid concrete and the concrete used for SES in Space A is the same as the temperature limit for the plain concrete in the HI-STORM 100 closure lid and cask body, as established in Appendix 1.D of the HI-STORM 100 FSAR [2.3.4]. Conservatively, the temperature limit for normal conditions is also adopted for short-term events. For SES in Space A for UMAX Version B1/B2, dolostone aggregate is prohibited from being used in concrete mix due to its potential instability at sustained high temperatures [2.3.5].
Note 8: The accident temperature limit for the concrete used for SES in Space A is the same as that prescribed in ACI 349-01 [2.3.6].
General Note:
The normal condition temperature limits are used in the design basis structural evaluations for MPC and HI-STORM UMAX system. The short-term condition temperature limits are used in the design basis structural evaluations for HI-TRAC. All other short-term, off-normal and accident condition structural evaluations are based on bounding temperatures from thermal evaluations presented in Chapter 4.
to Holtec Letter 5021082
HOLTEC INTERNATIONAL COPYRIGHTED MATERIAL HI-2115090 Proposed Rev. 8BA7 2-167 2.13 REFERENCES
[2.0.1]
Final Safety Analysis Report on the HI-STORM FW System, Holtec Report No.
HI-2114830, Revision 8.
[2.0.2]
USNRC Memorandum from Christopher L. Brown to M. Wayne Hodges, Scoping Calculations for Cladding Hoop Stresses in Low Burnup Fuel, dated January 29, 2004.
[2.1.1]
ORNL/TM-10902, "Physical Characteristics of GE BWR Fuel Assemblies", by R.S. Moore and K.J. Notz, Martin Marietta (1989).
[2.1.2]
U.S. DOE SRC/CNEAF/96-01, Spent Nuclear Fuel Discharges from U.S. Reactors 1994, Feb. 1996.
[2.1.3]
S.E. Turner, Uncertainty Analysis - Axial Burnup Distribution Effects, presented in Proceedings of a Workshop on the Use of Burnup Credit in Spent Fuel Transport Casks, SAND-89-0018, Sandia National Laboratory, Oct., 1989.
[2.1.4]
Commonwealth Edison Company, Letter No. NFS-BND-95-083, Chicago, Illinois.
[2.2.1]
ACI 229R-99, Controlled Low-Strength Materials, American Concrete Institute, 1999.
[2.2.2]
ANSI/ASCE 7-05 (formerly ANSI A58.1), Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, New York, NY, 2006.[2.2.3]
"Debris Collection System for Boiling Water Reactor Consolidation Equipment", EPRI Project 3100-02 and ESEERCO Project EP91-29, October 1995.
[2.3.1]
Portland Cement Association, Structural Bureau, Concrete Information Bulletin No. ST32, Effect of Long Exposure of Concrete to High Temperature
[2.3.2]
Handbook of Aluminum, 3rd Edition, ALCAN Aluminum Corporation (1970),
Page 147.
[2.3.3]
Crane Manufacturer's Association of America (CMAA), Specification #70, 1988, Section 3.3.
[2.3.4]
HI-STORM 100 Final Safety Analysis Report, Holtec Report No. HI-2002444, Revision 24.
[2.3.5]
Carette and Malhotra, Performance of Dolostone and Limestone Concretes at Sustained High Temperatures, ASTM Special Technical Publication 858, ASTM PCN 04-858000-07, p. 38-67.
[2.3.6]
ACI 349-01, Code Requirements for Nuclear Safety Related Concrete Structures, American Concrete Institute, 2001.
[2.4.1]
NUREG/CR-6865, Parametric Evaluation of Seismic Behavior of Freestanding Spent Fuel Dry Storage Systems, U.S. Nuclear Regulatory Commission, February 2005. to Holtec Letter 5021082
HOLTEC INTERNATIONAL COPYRIGHTED MATERIAL HI-2115090 Proposed Rev. 8B7 3-82 Table 3.4.12A STRUCTURAL QUALIFICATION ANALYSIS RESULTS OF HI-STORM UMAX VERSION B COMPONENTS UNDER THE MSE CONDITION Item Calculated Value Specified Limit for Safety Evaluation Safety Factor Ovalization of VVM Shells Not a credible concern; due to the upgraded SES material (3,000 psi concrete) for the MSE condition MPC Shell Primary Stress, ksi 32.0(3) 42.0 1.31 MPC Guide Impact Load for Version B, lbf 5.964x105 (1) 1.375x106 (2) 2.30 MPC Guide Impact Load for Version B1/B2, lbf 8.073x105 (6) 1.375x106 (2) 1.70 MPC Peak Impact Deceleration, gs 45.56 (3) 61.75 (4) 1.35 Local Plastic Strain of MPC Shell at the Impact Location in the Lid Region, in/in 0.029 (3) 0.1 (See Table 3.1.1) 3.42 (5)
Notes: (1) This is the maximum impact load for Version B obtained from the governing seismic response results listed in Table 3.4.11A. (2) Minimum value of the allowable limits of the top MPC guide and the bottom MPC guide ring. (3) Results are conservatively taken from the bounding MPC to MPC guide impact LS-DYNA analysis, which has a much greater MPC guide impact load than that obtained from the SSI solution (see Figure 3.4.30). (4)
The limit on the MPC peak deceleration utilizes the computed value for the non-mechanistic tip-over event in the HI-STORM FW docket. (5) This safety factor is calculated based on a very conservatively assumed allowable strain (0.1 in/in), which is not a regulatory limit. The plastic strain limit would be 0.424 per the strain based criteria recently incorporated into the ASME B&PV Code as demonstrated in Calculation 9A of Ref. [3.4.1]. (6) This is the maximum impact load for Version B1/B2 obtained from Calculation 7A of Ref. [3.4.1] including the amplification factors for soil parameter uncertainty and gap sensitivity, i.e., 527.00 kip x 1.21 x 1.266 = 807.3 kip.
to Holtec Letter 5021082