ML17059B315
| ML17059B315 | |
| Person / Time | |
|---|---|
| Site: | Nine Mile Point  |
| Issue date: | 10/07/1996 |
| From: | Hood D NRC (Affiliation Not Assigned) |
| To: | NRC (Affiliation Not Assigned) |
| References | |
| TAC-M94858, NUDOCS 9610160358 | |
| Download: ML17059B315 (44) | |
Text
October 7,
1996 LICENSEE:
Niagara Mck Power Corporation
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FACILITY:
Nine Mile Point Nuclear Station Unit No.
1
SUBJECT:
TRIP REPORT REGARDING AUGUST 20,'996, AUDIT OF REACTOR AND TURBINE BUILDING BLOWOUT PANEL CALCULATIONS (TAC NO. M94858) s On August 20, 1996, three members of the NRC'staff from the Office of Nuclear Reactor'Regulation visited Nine Mile Point" Nuclear Station Unit No.
1, to review the licensee's calculations for blowout panels in the Reactor and Turbine Buildings.
Participants for'he NRC staff were Messrs.
M. Hartzman, D. Jeng, and D. Hood.
Participants for the licensee are listed in Enclosure 1.
This technical audit is associated with NRC Special Inspection Report No.
50-220/96; 50-410/96-05 and Licensee Event Report 96-05 which addressed deficiencies'n the construction of the panels and in the licensee's earlier engineering calculations for the resolution of these deficiencies.
The Inspection Report contained a number of technical questions regarding the deficiencies and calculations.
Following discussions with NRC technical staff, the licensee revised the previous calculations and summarized the results in a letter dated July 3, 1996.
Of particular interest during the audit were the revised calculations to establish maximum blowout pressures for the currently installed panel configurations and the minimum capability of the buildings to withstand the results of high energy line breaks outside containment.
Enclosure 2 is a summary of this audit, including a list of action items identified during the audit to be completed by the licensee.
Sincerely, (Original Signed By)
Darl Hood, Senior Project Manager Project Directorate I-1 Division of Reactor Projects I/II Office of Nuclear Reactor Regulation Docket No. 50-220
Enclosures:
1.
Licensee participants 2.
Audit summary cc w/encls:
See next page Distribution:
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UNITED STATES NUCLEAR REGULATORY COMMISSION WASHINGTON, D.C. 20555-0001 October 7,
1996 LICENSEE:
Niagara Mohawk Power Corporation FACILITY:
Nine Mile Point Nuclear Station Unit No.
1
SUBJECT:
TRIP REPORT REGARDING AUGUST 20,'996, AUDIT OF REACTOR AND TURBINE BUILDING BLOWOUT PANEL CALCULATIONS (TAC NO. M94858)
On August 20, 1996, three members of the NRC staff from the Office of Nuclear Reactor Regulation visited Nine Mile Point Nuclear Station'nit No.
1, to review the licensee's calculations for relief (blowout) panels in the Reactor and Turbine Buildings.
Participants for the NRC staff were Messrs.
M. Hartzman, D. Jeng, and D. Hood.
Participants for the licensee are listed in Enclosure l.
This technical audit is associated with NRC Special Inspection Report No.
50-220/96; 50-410/96-05 and Licensee Event Report 96-05 which addressed deficiencies in the construction of the panels and in the licensee's earlier engineering calculations for the resolution of these deficiencies.
The Inspection Report contained a number of technical questions regarding the deficiencies and calculations.
Following discussions with NRC technical staff, the licensee revised the previous calculations and summarized the results in a letter dated July 3, 1996.
Of particular interest during the audit were the revised calculations to establish maximum blowout pressures for the currently installed panel configurations and the minimum capability of the buildings to withstand the results of high energy line breaks outside containment.
Enclosure 2 is a summary of this audit, including a list of action items identified during the audit to be completed by the licensee.
Sincerely, Docket No. 50-220 Darl Hood, Senior Project Manager Project Directorate I-l Division of Reactor Projects I/II Office of Nuclear Reactor Regulation
Enclosures:
1.
Licensee participants 2.
Audit summary cc w/encls:
See next page
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Niagara Mohawk Power Corporation CC:
Nine Mile Point Nuclear Station Unit No.
1 Mr. B. Ralph Sylvia Executive Vice President Generation Business Group and Chief Nuclear Officer Niagara Mohawk Power Corporation Nuclear Learning Center 450 Lake Road
- Oswego, NY 13126 Hr. Richard B. Abbott Vice President and General Manager-Nuclear Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Hr. Hartin J.
HcCormick, Jr.
Vice President Nuclear Safety Assessment and Support Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Hr. Kim A. Dahlberg General Manager Projects Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Hr. Norman L. Rademacher Plant Manager, Unit,l Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Hs. Denise J. Wolniak Manager Licensing Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Regional Administrator, Region I U.S. Nuclear Regulatory Commission 475 Allendale Road King of Prussia, PA 19406 Resident Inspector U.S. Nuclear Regulatory Commission P.O.
Box 126
- Lycoming, NY 13093 Charles Donaldson, Esquire Assistant Attorney General New York Department of Law 120 Broadway New York, NY 10271 Hr. Paul D.
Eddy State of New York Department of Public Service Power Division, System Operations 3 Empire State Plaza
- Albany, NY 12223 Hr. F. William Valentino, President New York State
- Energy, Research, and Development Authority 2 Rockefeller Plaza
- Albany, NY 12223-1253 Hark J. Wetterhahn, Esquire Winston 8 Strawn 1400 L Street, NW Washington, DC 20005-3502 Supervisor Town of Scriba Route 8, Box 382
- Oswego, NY 13126 Gary D. Wilson, Esquire Niagara Mohawk Power Corporation 300 Erie Boulevard West
- Syracuse, NY 13202
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LICENSEE PARTICIPANTS Au ust 20 1996 C. Terry A. Zallnick M. Alvi H. Amin (Sargent 8 Lundy)
C. Stroup Enclosure 1
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SUMMARY
OF AUDIT OF BLOWOUT PANEL CALCULATIONS AT NINE MILE POINT NUCLEAR STATION UNIT NO.
1 On August 20,
- 1996, Messrs D. Jeng, M. Hartzman and D.
Hood of the NRC's Office of Nuclear Reactor Regulation visited Nine Mile Point Nuclear Station Unit No.
1, to audit calculations performed by Niagara Mohawk Power Corporation (the licensee) regarding the relief (blowout) panels in the Reactor and Turbine Buildings.
Of particular interest were the licensee's calculations to determine the highest blowout pressures of the panel bays as currently installed, and the lowest failure pressure capacities of the buildings.
In the Reactor Building, the blowout panel bays measure 19 feet in width and 44 feet in height.
Each bay consists of 24 inch horizontal panels of metal decking, bolted horizontally to vertical building columns and interlocked vertically by crimped side joints.
The bays in the Reactor Building are also bolted at the top and bottom.
In the Turbine Building, the bays measure 20 feet by 20 feet, and consist of panels that are otherwise similar to those of the Reactor Building.
- However, the bays in the Turbine Building are not bolted at the top, Since the bays in the Reactor Building are bolted on all four sides, they essentially act as two-way orthotropic plates.
In the analysis of these
- bays, the licensee assumed that these bays act essentially in one direction.
The licensee based this assumption upon the premise that the crimped joints between the panels cannot transmit in-plane forces,
- bending, and shear loads except at very low values of transverse pressure.
Therefore, the licensee considers that the panels cannot be considered as two-way plates.
The NRC staff reviewed the licensee's calculations supporting this assumption, and concluded, based upon a comparison with its own independent calculations, that this assumption is valid.
The pressure at which the crimped joints open was determined by the NRC staff to be greater than that calculated by the
- licensee, but both values are much lower than the blowout pressure of the panel.
This issue did not need to be considered for the Turbine Building
- bays, since these are not bolted at the top.
The NRC staff reviewed the calculation of the largest blowout pressure of the panels for both buildings.
These calculations were performed considering the panels as simply supported beams.
The licensee used an elliptic interaction equation for the bolts.
Based upon its own independent calculations, the NRC staff concluded that these blowout calculations are acceptable and, therefore, that the licensee had calculated acceptable blowout pressures for the bays in both buildings.
Enclosure 2
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To analyze the minimum failure capacities of the Reactor and Turbine Building super-structures, the licensee used detailed COSMOS models to represent the structures and applied dead load and a reference internal pressure load of 93 pounds per square foot (psf).
In the COSMOS model, the FKX steel siding is considered to provide continuous lateral-torsional support to column flanges of the structures.
The licensee used yielding strength based upon minimum values from available mill certifications in evaluating the lower bound structural capacities.
The analysis indicated that the pressure capacities for the structures were controlled by a roof bracing and a critical vertical column.
The AISC Steel Construction Manual was used to determine the lower bound capacities of 143 psf and 135 psf for the Reactor Building and Turbine Building, respectively.
These capacities are shown to be greater than twice the maximum computed blowout panel capacities of 65 psf (Reactor Building) and 62 psf (Turbine Building), and are, therefore, acceptable to the NRC staff.
During the audit, the NRC staff found that the linear scaling method that the licensee used to obtain the pressure capacities of the structures from the COSMOS computer analysis results needs minor adjustment in order to provide correct results.
The structural dead load should not have been scaled.
However, the NRC staff believes that the adjustment should not appreciably affect the computed structural capacities and change the conclusion drawn above.
The licensee agreed with the NRC staff's view and committed to promptly implement the needed adjustment identified by the NRC staff and submit the revised results upon completion.
The licensee included a strain rate factor in the calculations to determine the pressure capacity of the Reactor and Turbine Buildings.
The NRC staff found that use of a strain rate factor is inappropriate in that strain rate is valid only for rapidly-applied loads such as those associated with high explosives.
However, the NRC staff also observed from the calculation that the contribution due to strain rate is small and not needed to meet the licensee's criteria.
NRC schedular constraints precluded completion of the staff's audit of calculations by the licensee and its contractor, Sargent
& Lundy, regarding the consequences of a blowout panel striking the Turbine Building roof above the condensate storage tank after a high energy line break inside the Reactor Building.
The licensee provided copies of these calculations (see attachment) to the NRC for subsequent completion of the audit.
The NRC staff will advise the licensee of the results of this audit by separate correspondence upon review completion.
Summar of Licensee Action Items From Exit Meetin A exit meeting was held at the conclusion of the audit.
Licensee management, Mr. C. Terry, noted agreement with the NRC staff observations during the audit.
However, with respect to the discussion of strain rate, Mr. Terry stated that this influence will be retained in the calculations but will not be included in the results to be presented in the next Updated Safety Analysis Report.
W
During the exit meeting, the licensee stated its intent to take the following actions:
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Adjust the linear scaling method used to obtain pressure capacities of both the Reactor and Turbine Buildings and submit the revised analysis results
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Eliminate the use of strain rate effect in establishing the Fy value used in capacity evaluation for the upcoming USAR
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Provide a paragraph justifying why it is conservative to use the mean minus one standard deviation for the value of Fy
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Further explain the basis for using 0.62 tension allowable as the shear allowable, and further discuss the available test data
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Provide a written rationale for selecting the number of bolts tested Explain why the type of stitch welds used justifies the rigid assumption for the angle to column joint connection
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Provide a written discussion of the code reconciliation effort previously implemented in the area of AISC design and acceptance criteria
Attachment:
Calculation S4 RX340 Misc. 01, Rev. 0, "RB Blowout Panel Impact on TB Roof" with attached Sargent 8 Lundy letter of June 4, 1996, regarding independent review of this calculation
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AHACHMEN CAt.C NO REVtMN PAGE NO Oon K. Schopfer Vice President 312-269-6078 June 4, 1996 Project No. 8934-34 Niagara Mohawk Power Corporation Nine Mile Point - Unit 1 Independent Review of Calculations Gale, ¹S4 TB300 Bldg, 01, Rev. 0 Gale. ¹S4 RX340 Misc. 01, Rev. 0 Mr. Mohammed Alvi Supervisor, Civil and Structural, Unit 1 Niagara Mohawk Power Corporation Lake Road, Engineering Services Building Lycoming, New York 13093
Dear Mr. Alvi:
At your request, an independent review of the subject calculations was performed by Mr. Y. Singh at your office on 05/20/96 through 05/23/96.
Preliminary analysis results were reviewed and discussed with your staff engineers Mr. C. Stroup and Mr. C.
Agosta.
Final Calculation ¹S4 TB 300 Bldg. 01, Rev. 0 was received on 06/03/96.
The subject calculations are found to be acceptable.
A summary of our independent review is noted below:
1.
Independent Review of Calc ¹ S4 TB 300 Bldg 01, Rev. 0, "Evaluation of Turbine Building above EL. 300'or 125 PSF Internal Pressure".
Turbine building super structure steel is modeled using beam and truss finite elements in COSMOS/M computer program.
55 East Monroe Street
~ Chicago, IL60603-5780 USA ~ 312-269-2000
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June 4, 1996 Page 2 The finite element model uses proper support boundary conditions.
The column base is supported at the floor EL. 300'sing fixed transnational degree of freedom.
Rotational degree of freedom is released using member end
- release, This is appropriate to account for the base connection which is intended to be more of a pin connection than a fully moment resisting connection.
Also, it is conservative to use pin connection at the column base to maximize the column moment for pressure load capacity evaluation.
Dead weight of the structure, the element material properties, and applied pressure loading of 125 psf are properly included in the finite element model analysis.
During our independent review at your office, the preliminary computer analysis model and results were reviewed with Mr. C. Stroup.
Upper portion of column properties and column axis orientation were incorrect in the initial computer runs.
Also, Column Row 17 and Column Row 1 results (displacements) were reviewed for consistency.
These minor inconsistencies were corrected and a final analysis was made on 05/25/96.
This computer run along with final calculations have been reviewed and found to be acceptable for a pressure capacity of 135 psf at failure. The calculated ultimate pressure capacity is conservative since it includes the capacity reduction factor.
The use of plastic section modulus to estimate the ultimate.
failure load is acceptable in combination with the elastic analysis.
Independent Review of Gale. ¹S4 RX340 Misc 01, Rev. 0, "RB Blowout Panel Impact on TB Roof".
This calculation concludes that the roof deck willfail (perforate) due to blowout panel impact and the roof beams willyield but will not fail and thus the Condensate Storage Tanks will not be impacted.
As part of independent review, this conclusion is confirmed by an alternate approach using energy balance method as described in Attachment A.
Ifyou have any questions regarding this independent review report, please feel free to contact me.
Yours very truly, D..
chopfer Project Director WA'.S~~j DKS:spr Attachment Copies:
D. M. Wright Y. Singh
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