ML20117A579

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USI A-46/IPEEE,Outlier Resolution & Detailed HCLPF for Tank FW-19
ML20117A579
Person / Time
Site: Fort Calhoun Omaha Public Power District icon.png
Issue date: 01/19/1994
From: Karavoussianis
SARGENT & LUNDY, INC.
To:
Shared Package
ML20117A383 List:
References
REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR 94C2857-C-008, 94C2857-C-008-R00, 94C2857-C-8, 94C2857-C-8-R, FC06319, FC6319, NUDOCS 9608260207
Download: ML20117A579 (30)
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Pcgs 7 of 23 Client:

Omaha Public Power District Calculation No.

94C2857-C-008

Title:

USl A-46 / IPEEE. Outlier Resolution and Detailed HCLPF for Tank FW-19 l

Project:

OPPD, Fort Calhoun Station Method:

Conventional Engineering Hand Calculations.

Acceptance Critena:

"A Methodology for Assessment of Nuclear Power Plant Seismic Margin" EPRI NP-6041, Revision 1, August 1991 Remarks:

REVISIONS No.

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FIGURE 1.3 stevenson & Asaxate.

JOB NO. 94C2857 C lculati:n C-008 Shtst 8 of 23

SUBJECT:

Fort Calhoun Station Date: 11/17/94 USI A-46/IPEEE Seismic Evaluation l

Project evision 0 STEVENSON & ASSOCIATES A-46 Outlier Resolution and By: A. Karavoussianis a structural-mechanical consulting engineering firm Detailed HCLPF for Tank FW-19 Check: T. Tseng l

Table of Contents Objective.

9 Analytical Approach.

9 References..

10 Summary..

11 Calculation..

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i JOB NO. 94C2857 C:;lcul:ti::n C-008 Shut 9 of.Z.7

SUBJECT:

Fert Calhoun Station Date: 11/17/94 USI A-46/IPEEE Seismic Evaluation Project Revision 0 STEVENSON & ASSOCIATES 1

A-46 Outlier Resolution and By: A. Karavoussianis con i ing e g neer n fm Deiclied HCLPF for Tank FW-19 Check: T. Tseng l

l Objective The anchorage for the Emergency Feedwater Tank. FW-19, is an outlier due to its overhan; l

according to the GIP (ref.1) screening guidelines. The first objective of this calculation is to resolve the tank's A-46 outlier issue, by means of conventional engineering calculations.

Also, the Seismic Review Team (SRT) performed an on site inspection of the tank and judged that the HCLPF is governed by the tank's supporting system. Hence, this calculation will 84 document a detailed anchorage HCLPFs4 for the tank and propose a possible solution to attain a 0.3G HCLPFs4,if necessary.

Analytical Approach The tank is supported on four saddles, which are spaced 14' apart. Two of the tank saddle are l

longitudinally braced and tne other two are slotted.

The tank's HCLPFs4 will be calculated by computing the factor required to scale the seismic loads to the upper limit of the anchorage capacity. Then, this factor will be multiplied by the design basis earthquake peak ground acceleration (i.e. 0.17G), thus yielding the tank's l

HCLPFe4 The spectral accelerations used in the both the outlier resolution and HCLPFs4 analysis are as computed in reference 5.

Also, the concrete used for anchorage has a minimum 28 day compressive capacity of 4000 psi according to reference 6.

l l

l JOB NO. 94C2857 C:lculati:n C-008 Sh::t 10 of 23

SUBJECT:

Fcrt Crlh un Stati n Date: 11/17/94 l

USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES A-46 Outlier Resolution and By: A. Karavoussianis Detailed HCLPF for Tank FW-19 cons I ing e g neer n fm Check: T. Tseng References

1. " Generic implementation Procedure for Seismic Verification of Nuclear Plant Equipment", Revision 2,6/28/91.
2. " Seismic Verification of Nuclear Plant Equipment Anchorage (Revision 1), Vol. 4:

Guidelines on Tanks and Heat Exchangers", EPRI NP-5228-SL, June 1991.

3. "ACI Building Code", ACl-318-63, Section 1801.
4. " Emergency Feedwater Tank", Eaton Metal Dwg. 80048, OPPD file #02377, S&A ref.94C2857-DC-19.
5. "lPEEE and A-46 Seismic Review FRS", Stevenson and Associates (S&A),

Calculation Number 93C2777-C-001, Revision 0, OPPD Calc. FC06323, Rev. O.

6. " Design Compressive Strength of Concrete at Ft. Calhoun", R. E. Lewis of OPPD, ~

September 16,1993, S&A ref. 93C2777-LRCO-047.

7. " Auxiliary Building Equip. Supports, Outline 8 Reinforcement Sheet 2", Omaha Public Power District, Dwg. # 11405-S-69.
8. " Auxiliary Building Equip. Supports, Outline 8 Reinforcement Sheet 3", Omaha Public Power District, Dwg. # 11405-S-70.
9. " Tank and Saddle Stiffening Rings", Eaton Metal Dwg. 70-272-E2, OPPD file
  1. 02139, S&A ref.94C2857-DC-20.
10. " Manual of Steel Construction, Allowable Stress Design", 9th Edition American Institute of Steel Construction Inc.,1989.
11. " Seismic Verification of Nuclear Plant Equipment Anchorage (Revision 1), Vol.1:

Development of Anchorage Guidelines", EPRI NP-5228-SL, June 1991.

12. "CQE Piping Isometrics, Seismic Sub. System #FW-349A", D-4109 Sh.1 of 1, S&A i

l ref. 93C2857-DC-046.

13. Equipment Nozzle Load Summary Sheet", OPPD Calc. FC02865, Commonwealth Assoc. Filing Code 254-CS-10-001, S&A ref. 93C2857-DC-046a.

1 l

JOB NO. 94C2857 Cricultti:n C-008

SUBJECT:

Fort Calhoun Station Shs t 11 of 2. 3 USl A-46/IPEEE Seismic Evaluation Date: 11/17/94 Project Revision 0-STEVENSON & ASSOCIATES A 46 Outiler Resolution and By: A. Karavoussianis cons ing e g neenn fm Detailed HCLPF for Tank FW-19 Check: T. Tseng

14. *COE Piping Isometrics, Seismic Sub. System #FW-348A", D-4240 Sh. 2 of 2, S&A ref. 93'"l2857-DC-047.
15. "Equipmant Nonle Load Summary Sheet", OPPD Calc. FC02800, Commonwealth Assoc. Filing Code 253-FW-10-007, S&A ref. 93C2857-DC-047a.
16. "CQE Piping Isometrics, Seismic Sub. System #FW-346A", D-4239 Sh.1 of 1, S&A ref. 93C2857-DC-048.
17. " Equipment Nonle Load Summary Sheet", OPPD Calc. FC03032, Commonwealth Assoc. Fi!!ng Code 253-FW-10-008, S&A ref. 93C2857-DC-048a.
18. "COE Piping Isometrics, Seismic Sub. System #FW-396A", D-4241, S&A ref.

93C2857-DC-049.

19. " Equipment Nonle Load Summary Sheet", OPPD Calc. FC03037, Commonwealth -

Assoc. Filing Code 253-FW-10-009, S&A ref. 93C2857-DC-049a.

Summary This calculation showed that the tank's anchorage meets the A-46 requirements which are set forth but the GlP (ref.1), hence resolving the A-46 outlier issue. Also, this calculation attained a tank HCLPF84 of 0.39G which was govemed by the braced saddles.

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EEP-36-2993 14:20 FROrt PED t4JCLEAR 'M-EP TO 916879334429 '. 01 f* P C Oi O 93C2777-i.RCO-047 @.]Q R mas 9 FAX COVER SHEET <n rlO 5?" $4 Date: i ~ M '93 z.s 1 To:. PAuc KAt?Avouss tai s StA 'il0 Telephone: FAN 4 / 7 -1 8 3 - 4 % 2,2 Z k e hk From: Od^'OY L6W /5 o FF.D D C $d Telephone:_ 401 -533 - 450B M k O COMMENTS:, Number of Pages to Follow: [o l O l l l s

~ ~ SEP-16-1993 14:21 FROr1 PED PLO.E.fR 7J-EP TO 916179334438 P.82,,.. -g a Date: September 16, 1993 Author: R. E. Lewis, P.E.

Subject:

Design Compressive Strength of Concrete at Ft. Calhoun

References:

1) Design Basis Document Containment, SDB-CONT-501, Rev. 5 2) Design, Basis Document Auxiliary Building, Rev. 5 SDB-AUX-502, As identified in the attached excerpts from Ref. 1 & 2, the normal weight concrete (designated as Class B), used throughout containment and the Auxiliary Building, was, required to have minimum 28 day compressive strength of 4000 psi. Nearly all a concrete anchorages are developed in this concrete. Heavy weight concrete shielding walls, was requ(designated as Class C), used for some ired to have a minimum 28 day compressive strength of 3000, psi. Some anchorage may be installed in this concrete. have a minimum 28 day compressive strength of 5000 psi. C Only a few anchors are installed in this concrete. Concrete floors, are generally conred a 2" topping of light weight concrete, sloped toward floor ains, having a tested-average 28 day strength of over 4000 psi.'

j SEP-16-1993 14883 FROM PED P4JCLEAR 7W-EP TO 916179334428 P.03 ~ -Y // I 1 1 i i l 1 l l l CHAEA FU3LIC POUIR DISTRICT FT. CAI.EOUR STATION DESIGN 3 ASIS DOCUMENT i C00tTAI!OGNT t DOCO G2tf NIRGER EDED-CONT-501 1 Revision 5 February 1993 CQE 1 e I i l I o I e t

// /' .SEP-16-1993 8G21 FROM PED 6 W D Contalasseet Ft. Calhoun Station SDRD-CONT-501 Omaha Public Power District Section 4 4.0 DESIGN REQUIREMENTS 6.1 SYSTIH DESIGN REQUIRD(ENTS 6 1.1 System General Desian RecuirGents 4 1.1.1 Layout Requirements The containment structure layout must include provisions to permit access to system components for maintenance repair refueling, and operation. Openings in the interior concrete walls and floors must be provided and grating used where possible, without reducing the necessary shielding, to allow depressurisation of all compartments in order t'o stinimize differentisi Design Basis Accidentpressure across the walls and floors due to a (DBA) (Ref. 1.2. Supplement 2. Question 10.1). 4.1.1.2 Environmental Conditions The containment structure. including access openings and i penatrations. and any necessary contafamant heat removal systems i shall be designed so that the containment structure can accommodate j without exceeding the design leakage rate the pressures and temperatures resulting from the largest credible energy release - following a loss-of-coolant accident (LOCA). including a considerable margin for effects frams metal-water or other chemical reactions that could occur as a consequence of failure of emergency core cooling systems (Ref. 21 criterion 49). 4.1.1.3 Material Requirements The requirements for structural materials used in the design of the containment structure are specified below. These requirements must be used when evaluating the effects of modifications on the existing containment structure. E Concrete Concrete used in the containssent structure is of three classifications. Class A. Class B. and Class C. Class A Concrete smet be used in the contAiament structure shall which comprises the cylindrical wall, spherical done, and the._ portion of the foundation mat beneath the containment structure. Class A concrete smet have a minisium 28 day compressive strength of 5.000 psi (Ref. 5.1. Page H2-4). 1 of 27 Revision 2 l Dates 1/92 a ) s 4 k

e SEP-16-1993 14822 FRD1 PED 6 W-EP m WSmWN M containment l Ft. Calhoua station SD&D-CONT-301 Caaha Public Power District Section 4 \\ Class a 4 coner,te_ saast be used for structures within the i containment structure and the access gallery beneath the containment foundation mat. Class 8 concrete must have a minimum 23 day compressive strength of 4.000 psi (Ref. 5.1. i Page H2-4). Class C Concrete _ t be used in localised portions of the must containment :tructure where special shielding provisions are 1 required. class c concrete must have a minimum 2s day compressive strength of 3.000 poi and a density of not less than 225 pounds per cubic foot (Ref. 3.1. Page H2-10) For locations of type C concrete see PLDAD-NU-63. Personnel Protection. i E Reinforcing steet Reinforcing steel in the portion of the mat beneath the j containment yield strength of 60.000 psi. structure shall conform to ASTM A432 with a min j 4 ,i Reinforcing steel in the balance of the structure must be intermediate grade deformed bars confoaming to ASTM A15 with a minimum yield strength of 40.000 poi (Ref. 5.1. Page H3-1). 3 f E 5 Welding of Reinforcing Steel Mechanical butt splices (other thaa lapped) must be provided by. means of the Cadweld process employing 'T* series connectors designed to develop the specified tensile strength of the j reinforcing steel. No individual splice shall have less than 125 percr.nt of the = hl=um yield strength of the bar being j spliced (Ref. 5.1. Pages 83-1 and H3-2). 3 E Structural Steel Members i Structural steel shapes and plates must conform to Astm A36 1 with a minimum yield strength of 36.000 psi (Ref. 3.1. Page i H7-L). i E Velding of Structural Steel 1 The welding of structural steel must be in compliance with AIsc )

  • Specification for Design.

Fabrication and Erection of Structural Steel Buildings" and AVS D1.0-40

  • Standard Code for Arc and Gas Welding in Building Construction (Ref. 5.1. Page 2

M7-2), a 4 2 of 27 Revision: 2 i Date: 1/92 h 1 1

SEP-16-1993 14:22 FRCM PED HJCLEm W TO 9161W D 4R P. E ig s l CHABA PUBLIC POWER DISTRICT FT. CALBOUN STATION ' DESIGN BASIS DoctMENT AUIILIARY BUILDING DOCUMENT NONSEE SDBD-AUX-502 i Revision 3 SDTEHREE 1993 CQE i i i e

ELP-16-1993 14:22 FROri FED RX2.ESR W TO Mamm P. M Auxiliary Building Ft. Calhoun Station I SDRD-AUX-501 Omaha Public Power District Section 4 4.1.1.3 Material Requirements The requirements for structural materials used design of the auxiliary building are specified below. in the original These requireawnts must be used when modifications on the existing auxiliary building structureevaluating the effects of Concrete Normal weight concrete (designated as class B) satst have a 28 day compressive strength of 4000 psi. Heavy concrete (designated as class C) density of 225 pcf (Ref. 5.1. Section

  • Concrete *).must have'a 28 d Velding of Structural Steel The welding of structural steel smet be in compliance with AWS D1.0-40 Standard Code for Arc and Gas Construction (Ref. 5.1. Section
  • structural Steel"). Welding in Building Welding of Reinforcing steel Mechanical buttsplices (other than lapped) must be provided by means of the Cadseld process employing
  • T*

series connectors designed to develop the specified tensile strength of the reinforcing steel.' No individual splice shall have less than 125 percent of the P M mum yield strength of the bar being spliced (Ref. 3.1. Section

  • Reinforcing Steel").

Reinforcing Steel Reinforcing steel must be intermediatein the auxiliary building saat and superstructure grade deformed bars with a minimum yield strength of 40.000 psi (Ref. 5.1. Section

  • Reinforcing Steel")

Structural steel Members structural steel shapes and plates must have a minimum yield strength of 36.000 poi (Ref. 5.1. Section ' Structural Steel"). Structural steel Bolting All field connections sause be made with high-strength steel bolts in friction type connections (Ref. 5 1. Section

  • Structural Steel
  • 6.02).

Spent Fuel Pool Liner The spent fuel pool liner material requirsaents of saast be compatible with the cooling. ED&D-AC-SFF-102 Spent Fuel storage and Fuel Pool 2 of 11 Revision: 1 Dates 1/92 TOTAL P.Eri ,i. '}}

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