ML20199G995
| ML20199G995 | |
| Person / Time | |
|---|---|
| Site: | Monticello  |
| Issue date: | 12/19/1997 |
| From: | Ming Li, Sullivan J, Tsang T STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20199G986 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR 97C2999-C-001, 97C2999-C-001-R00, 97C2999-C-1, 97C2999-C-1-R, NUDOCS 9802040390 | |
| Download: ML20199G995 (33) | |
Text
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Venfication Method R Design Review Method u Alternate Calculation O Qualification Test u Other u No Venfication Necessary Results: REVISIONS Revision No. O Description Original Issue Total Pages (Cumulative) bl . By/Date ha #2!3/97 Checked /Date kill @t9)b IUl9/D Approved /Date ^6 D 71 CALCULATION CONTRACT NO. COVER stevenann a Associates 97C2999
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97C2999-C-001 Rev. O ,. s1LYLNSON gyg /2[g/g7 {^S5 f g T-44 Seismic Displacement Evaluation ChkifrQg id/jqj g 1 Introduction & Summary This calculation documents the analysis of relative seismic displacc. ment between the Diesel Oil Storage tank (equipment tag: T 44) and the Diese! Fuel Pump house. The evaluation is perfonned as a follow-on to the USl A-46 resolution (1,2). Tank T-44 is a buried tank adjacent to the Diesel Fuel Pump liouse. Relative displacements may induce stresses in piping running from the tank to the Pump House. Summary ofFindings The relative displacement was evaluated for the safe shutdown earthquake. Both T-44 and the Pump Ilouse are stiff structures founded on soil. Foundation flexibility was modeled by the use of soil springs. Seismic , displacements were determined for these phenomena e The response of the tank
. The response of the Pump liouse
- Seismic soil waves The component displacements were combined in an SRSS manner to arrive at an estimated maximum relative displacement of less than 0.03" Piping between T-44 and the Pump Ilouse was evaluated for an enforced displacement of 0.03". The stresses in the piping were found to be very low, less than 300 psi in bending and 35 psi in torsion. Based on the results, the relative displacement is judged to oc acceptably low.
2 References
- 1. Eeneric Implementation Procedure (GIPL for Scismic Verification of Nuclear Plant Equipment.
Revision 2, Corrected,2/14/92, Seismic Qualification Utility Group.
- 2. Monticello Nuclear Gejteratine Plant Veiification of Seismic Adeauacy of Mechanical and Electrigal Equipment. Unresolved Safety issue A-46 (SOUG), Northern States Power Company, November 1995,
- 3. T. Kim to R. Anderson,"Monticello Nuclear Generating Plant - Request for Additional Information on Resolution of Unresolved Safety issue A-46", October 8,1997.
- 4. Geophysical Investigation Monticello Nuclear Generating Station Monticello, Minnesota, liarding Lawson Associates, September 4,1981,
- 5. Arya. O'Ncili and Pincus, Design ofStructures and Foundationsfor Vibration Machines, Gulf Publishing,1979.
- 6. Blevins, Formulasfor Natural Frequency and Mode Shape, Van Nostrand,1979.
- 7. Northern States Power drawings, reference by NSP drawing no. in body of calculation.
- 8. ASCE Standard 4-86, Seismic Analysis of Safety Related Nuclear Structures and Commentary on Standard for Seismic Analyris of Safety Related Nuclear Structures, September 1986.
- 9. NUREG/CR-0098, Development of Seismic Criteria for Review of Selected Nuclear Power Plants, May 1978.
- 10. NUREG 0800, Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants, US Nuclear Regulatory Commission, July 1981.
. JOll NO. 97C2999 Sheet f-
SUBJECT:
97C2949-C 001 Rev. O 8 T 'f 44 Seismic Displacement E sluation j( - 3 Con 0guration & Criteria Configuratwn lloth T-44 and the Pump liouse are stiff structures founded on soil, located about 50' north of the Diesel Generator 11uilding. The general con 0guration is shown on sheet 1 SollPro;>crties Soil properties for use in the analysis are determined from examination of reference 4 and NSP drawing for soil borings: N1133623 Rev. F, Nil 3'l624, NIM 4135, Nil 37479. The soil shear modulus G is based on reference 4. Tank T-44 is founded about 16' below grade; the Pump llouse is founded about 5' below grade. Dased on reference 4, the surface layers of structural fill are soner than the underlying stiff sands and clays. For this displacement analysis it is conservative to use the lower bound G value. From reference 4, the lo.ver bound shear wave s elocity for the upper layers of fill is l'. = 650 fps The shear modulus estimate is
'0,120 kcf '
Gi = 32.2 ft/sec,j(650 fps)' < 1575 ksf ( Considering the uncertainty in soil properties and strain effects, a lower bound vc!ue of 50% the above value is used in the analysis: Ga = 790 ksi 4- lower bound modulus used in analysis . Load Criteria The displecements are evaluated for the safe shutdown earthquake. The SSE ground response spectrum is shown on theet 1 (0.12g PGA for SSE). This spectrum was also used for the USl A 46 resolution (2), Acceptance Criteria Displacements are evalusied by checking . tresses induced on diesel oil transfer piping to pump P ll (line 09-1 ilF). Iloth T-44 and P il are on the USl A-46 3afe Shutdown Equipment Litt (SSEL), credited with supplying diesel fuel. Pipe stresses are compared to material yield stress (consistent with USl A-46 GlP tank evaluailc,n criteria which ut s AISC Pa'< 2 allowables).
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& 4 5 T 44 Seismic Displacement Evaluation l3##*3 '#b/97 2"Jt$,.. Chl*W tSf d/q-)
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- 4 Calculations i
i Method ofAnalysis 1 Determine natural frequencies & seismic disrlacement for'T-44 ! 1. '- Determine natural frequencies & seismic displacement for Pump flouse 2.
~3. Estimate displacement from soll waves 4 Evaluate piping for enforced displacements equivalent to SRSS of above displacements Calculations are included on these attached sheets:
Natural firequencies & displacement of T 44 Sheets ,2, to ,1Q Natural frequencies & displacement of Pump tiouse: Sheets LLtolt, COSMOS analysis Displacement from soil waves Sheets 15,to /5.
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Enforced displacement of piping: COSMOS analysis Sheets & to,1f, f 4 e
JOll NO. 97C2999 Sheet Ca S*A SUlijECT: 97C2999 C-001 Rev. O s n.VLNSON IlyV,,, /2 /$[97 Ajury3Am T-44 Seismic Displacement Evaluation
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SOLUT1ON .. . . .. ..=.= 2 ELEMEWT CDOUF CATA 1-S T p E S s. ETALUAT1om Fop static AsALYS1S STRESS CUT 7UT FM FIFE ELEMENT Gs0UP '1 CASE 50. 1 E12 MENT GROCT F99E2
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