ML20117C006

USI A-46/IPEEE,Outlier Resolution & Detailed HCLPF for Tanks AC-1C & AC-1D

ML20117C006
Person / Time
Site:	Fort Calhoun
Issue date:	10/31/1994
From:	Karavoussianis, Tseng T STEVENSON & ASSOCIATES
To:
Shared Package
ML20117B910	List: LIC-96-0121, Responds to RAI Re Resolution of USI A-46 ML20117C006 ML20117C050 ML20117C096
References
REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR FC06313, FC06313-R00, FC6313, FC6313-R, NUDOCS 9608270244
Download: ML20117C006 (46)

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l Client:

Omaha Public Power District Calculation No.

94C2857-C-002

Title:

USl A-46 / IPEEE. Outlier Resolutirn and Detailed HCLPF for Tanks AC-1C & AC-1D Project:

OPPD. Fort Calhoun Station Method:

Conventional Engineering Hand Calculations.

Acceptance Criteria:

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

REVISIONS No.

Description By Date Chk.

Date App.

0 Initial issue A. R.

/t/' u/fy 7MT

/"/3//77 /g[ph[/[% '

( )' O CALCULATION CONTRACT NO.

COVER SHEET 94C2857 FIGURE 1.3 stevenson a Associates l

JOB NO. 94C2857 Criculati:n C-002 Sheet 8 of 37

SUBJECT:

Fort Calhoun Station Date: 10/21/94 USI A-46/IPEEE Seismic Evaluation Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical A-46 Outlier Resolution and Detailed consulting engineering firm HCLPF for Tanks AC-1C & AC-1D Check: T. Tseng Table of Contents Objective.

9 Analytical Approach.

9 References.

10 Sensitivity Analysis of Results.

12 Summay.

12 Calculation.

13

i JOB NO. 94C2857 Criculsti:n C-002 Sheet 9 of 37

SUBJECT:

Fort Calhoun Station Date: 10/21/94 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical A-46 Outlier Resolution and Detailed consulting engineering firm HCLPF for Tanks AC-1C & AC-1D Check: T. Tseng Objective l

The anchorage for the Component Cooling Heat Exchangers, AC-1C and AC-1D, were outliers 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 tanks and judged that the HCLPFs4 is governed by the tank's supporting system. Hence, this calculation will document a detailed anchorage HCLPFs4 for the tank and propose a possible solution to attain a 0.3G HCLPF,if necessary.

Analytical Approach Since, both tanks, AC-1C and AC-1D, are identical and the nozzle loads for AC-1D are slightly larger, the anchorage of tank AC-1D will be analyzed. Hence, the anchorage of tank AC-1C will be enveloped by this calculation.

The tank HCLPF84 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 HCLPFs4 The spectral accelerations used in the both the outlier resolution and HCLPF84 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.

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JOB NO. 94C2857 Cricul:ti n C-002 Sheet 10 of 37

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SUBJECT:

Fort Calhoun Station Date: 10/21/94 t

US! A-46/IPEEE Seismic Evaluation Revision 0 i

Project l

STEVENSON & ASSOCIATES By: A. Karavoussianis A-46 Outlier Resolution and Detailed a structural-mechanical consulting engineering firm HCLPF for Tanks AC-1C & AC-1D Check: T. Tseng l

l References l

1. " Generic Implementation Procedure for Seismic Verification of Nuclear Plant Equipment", Revision 2,6/28/91.

l

2. " Seismic Verification of Nuclear Plant Equipment Anchorage (Revision 1), Vol. 4:

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

3. "ACI Building Code", ACI-318-63.

4.

" Component Cooling System Heat Exchanger", The Whitlock Mfg. Co., Dwg. L-26132-2, OPPD file #018675.

5. "lPEEE and A-46 Seismic Review FRS", Stevenson and Associates (S&A),

Calculation Number 93C2777-C-001, Revision 0, initial issue.

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

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

7. "As Built Saddle Details for AC-1C & AC-1D", received from Sam Pande of OPPD via fax from P. K. Agrawal of S&L,12/1/93, S&A ref. 94C2857-LRCO-007.

8. " Auxiliary Building Equip. Supports, Outline 8 Reinforcement Sheet 3", Omaha Public Power District, Dwg. # 11405-S-70.

9. " Theory and Analysis of Plates", Dr. Rudolph Szilard, Prentice - Hall Inc.,1974.

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 #AC-215A", D-4208 Sh. 4 of 9, S&A ref. 93C2857-DC-038.

13. " Equipment Nozzle Load Summary Sheet", OPPD Calc. FC01496, Commonwealth l

Assoc. Filing Code 010-ACS-10-025, S&A ref. 93C2857-DC-038a.

JOB NO. 94C2857 Cricul:ti:n C-002 Sheet 11 of 37

SUBJECT:

Fort Calhoun Station Date: 10/21/94 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical A-46 Outlier Resolution and Detailed consulting engineering firm HCLPF for Tanks AC-1C & AC-1D Check: T. Tseng

14. "CQE Piping Isometrics, Seismic Sub. System #AC-326A", D-4220 Sh. S&6 of 6, S&A ref. 93C2857-DC-039 & 039a.

15. " Equipment Nozzle Load Summary Sheet", OPPD Calc. FC01682, Commonwealth Assoc. Filing Code 010-ACS-10-018, S&A ref. 93C2857-DC-039a.

16. "COE Piping Isometrics, Seismic Sub. System #RW-111A", D-4250 Sh.1&2 of 2, S&A ref. 93C2857-DC-041 & 041a.

17. " Calc - Stress Analysis For Subsystem RW-111 A", OPPD Calc. FC01012 Rev.1 A, S&A ref. 93C2857-DC-041c.

1h ( 'E Piping Isometrics, Seismic Sub. System #RW-231 A", D-4251 Sh. 2,3&5 of 5, S& A ref. 93C2857-DC-040,040a & 040b.

19.

• Equipment Nozzle Load Summary Sheet", OPPD Calc. FC02483, Commonwealth Assoc. Filing Code 010-RW-10-003, S&A ref. 93C2857-DC-040c.

j 20." Building Code Requirements for Reinforced Concrete", ACI 319-89, American Concrete Institute, Revised 1992.

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JOB NO. 94C2857 Cricul:ti:n C-002 Shsst 12 of 37 i

SUBJECT:

Fort Calhoun Station Date: 10/21/94 USI A-46/IPEEE Seismic Evaluation Rev..ision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mecnanical A-46 Outlier Resolution and Detailed consulting engineering firm HCLPF for Tanks AC-1C & AC-1D Check: T. Tseng Sensitivity Analysis of Results The calculation that follows resolved the A-46 outlier issue and attained a HCLPF84 of 0.22G.

The sensitivity analysis will examine the various factors of conservatism in the calculation and the possible effect these factors will have on the result. The two main factors which will be considered are the applied loads and support allowables.

There are two type of loads which were considered, nozzle loads and inertial loads. Since, the load were summed by the SRSS method, the nozzle load only make up 10% of the total applied load. Hence, if the nozzle load were corrected the impact on the result would be minimal, therefore, not worth looking into.

The inertial loads are derived from the heat exchanger's weight and spectral acceleration.

Since, the equipment is a heat exchanger it is probably constantly full, therefore, the wet weight provided by the manufacturer is pretty accurate. As for the spectral acceleration, since, the acceleration is a function of the fundamental frequency and tank's frequency is within the rigid range, therefore, a refined frequency calculation will not have a significant impact on the results.

Since, there is no significant conservatism in the applied loads, consider the other factor, the calculated support allowables. The limiting factors in the support system are concrete for tension and anchor bolts for shear. The tension allowable may be increase by about 40% (an additional 12D for embedment) according to the British Code, if the 90 hook is considered (ref.

11). This 40% increase in the tension allowable will increase "x" to 1.35 (page 27 of this calculation) and give the tank a HCLPF84 of 0.23, hence, it is no significant increase.

The shear allowable is governed by the steel bolt, therefore, it can not be significantly increased. Hence, it is safe to conclude that there is no significant conservatism, in this calculation, that will have a measurable impact on the results.

Summary As stated in the Sensitivity Analysis of Result, the calculation that follows resolved the A-46 outlier issue and attained a HCLPF84 of 0.22G for tanks AC-1C and AC-1D. Also, the sensitivity 1

analysis showed that there is no significant conservatism, in the calculation, that would impact the results. This calculation proposes a possible modification to the fixed end saddle of tanks AC-1C and AC-1D, which will provide both tanks with an anchorage HCLPFe4 of at least 0.3G.

(see page 37 of this calculation).

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E &yz Date: S-lS~93 To: Paul KAf?A V0055 ip t S S4A h 'E O Telephone: FAN /o/ 7 483-44A2 R n W hf From: AMOV L W IS OPPD D C $S Telephone:- 401 -533 -450B %c s .n COMMENTS: Number of Pages to Follow: [o

w ? f7 SN'-16-1993 14:21 FRCr1 PED 6 7M-EP TO 916179334428 P.02 t a t I. 1 Date: September 16, 1993 Author: R. E. Lewis, P.E. 1 [

Subject:

Design Compressive Strength of Concrete at Ft. Calhoun

References:

1) i Design Basis Document Containment, SDB-CONT-501, Rev. 5 2) Design Rev. $, Basis Document Auxiliary Building, SDB-AUX-502, 4 j 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 4 minimum 28 day compressive strength of 4000 psi. Nearly all a concrete anchorages are developed in this concrete. I i Heavy weight concrete as Class C), used for some shielding walls, was requ(designatedired to have a minimum 28 day compre j strength of 3000, psi. Some anchorage may be installed in this concrete. Class A concreto; used in the Contahnt shell, was required to j have a minimum 28 day compressive strength of 5000 psi. j Only a few anchors are installed in this concrete. 2 Concrete floors. are generally covered by a 2" topping of light

• • 9ht concrete, sloped toward floor drains, having a tested-

] average 28 day strength of over 4000 psi.' i i i l i 4 2

ff 5Y h SEh-16-1993 14:21 FROM PED MJCuiAR W TO 916179334428 P.03 -

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CHAEA PUBLIC POWER DISTRICT FT. CALHOUN STATION DESIGN BASIS DOCUMENT CONTAINMENT DoctMENT NIMBER EDED-CONT-501 Revision 5 1 February 1993 CqE G I

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• YY f 9

SEP-3G-1993 14:22 FROM PED NtJCLEAR 'fW-EP 70 926179334428 P.04 i? ? . t Costeltwat i Ft. Calhoua Station SD8D-CONT-301 j Omaha Public Power District Section 4 i 6.0 i p,[jlCN REQUIREMENTS a.1 SYSTDI DESIGN REQUIRDENTS j 4 1.1 System General Desisto Recuireunts i 6 1.1.1 Layout Requirements i The containment structure layout smst include provisions to permit j access to system components for maintenance. repair, refueling, and operation, i i Openings in the interior concrete walls and floors must be provided j and grating used where possible, without reducing the necessary shielding. to allow l j depressuriaation of all compartments in order to stinistize differential i Design Basis Accidentpressure across the walls and floors due to a { 10.1). (DBA) (Ref. 1.2. Supplement 2. Question 4.1.1.2 1 Environmental Ccnditions 1 3' The containment structure. including access openings and penetrations. and any necessary containment heat removal systems shall be designed so that the containment structure can accommodate 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 margia for effects from metal-water or other chemical reactions that could occur as a consequence of failure of emergency core cooling systems (Ref. 2.1. 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. 3 Concrete concrete used in the containment structure is of three classifications. Class A. Class R. and Class C. clama A Concrets must be used in the contaiDuent structure shall which comprises the cylindrical wall, spherical dome, and the. portion of the foundation : mat beneath the containment structure. Class A concrete must have a minimum 28 day compressive strength of 5.000 psi (Ref. 5.1. Page H2-4). 1 of 27 Revision: 2 Dates 1/92

1 y f-f SEP-16-1993 14:22 FR31 PED P4JCLEAR 7W-EP TO 9161*?9334428 P.05 i f 1 . i Containment e Ft. Calhoua station SD8D-CONT.301 j omaha Public Power District Section 4 6 Class B Concrete must be used for structures within the i containment structure and the access gallery beneath the l containment foundation mat. Class B concrete must have a miniam 2s day compressive strength of 4.000 psi (Ref. 5.1. Page H2-4). 4 Class C

Concrete, must be used in localised portions of the containment structure where special shielding provisions are required.

Class C concrete must have a minimum 28 day compressive strength of 3.000 poi and a density of not less than 225 pounds per cubic foot (Ref. 5.1. Page H2-10) For i locations of type C concrete see PLDAD-NtT-63. Personnel Protection. E Reinforcing Steel i \\ Reinforcing steel in the portion of the mat beneath the i containment ] yield strength of 60.000 pai. structure shall conform to ASTM A432 with a m j i i i Reinforcing steel in the balance of the structure must be ) intermediate grade deformed bars confo1 ming to ASTM A15 with a j minimum yield strength of 40.000 psi (Esf. 5.1. Page M3 1). 1 3 Welding of Reinforcing Steel i Hochanical j butt splices (other than Lapped) must be provided by. means of the Cadweld process employing 'T" series connectors ( designed to develop the specified tensile strength of the reinforcing steel. No individual splice shall have less than 123 percent of the minimum yield j spliced (Ref. 3.1. Pages 53-1 and H3-2). strength of the bar being i E Structural Steel Members i t Structural steel shapes and plates most conform to ASTM A36 4 with a minimum yield strength of 36.000 psi (Ref. 3.1. Page ( E7-2). E Velding of Structural Steel i The i velding of structural steel must be in compliance with AISC

• S ecification for Design.

Fabrication and Erection of P i Structural i Steel Buildings

• and AUS D1.0 40. ' Standard Code for Arc and Gas Welding i

M7-2). in Building Construction (Ref. 5.1. Page 1 1 l } 2 of 27 4 4 Revision: 2 Date: 1/92 l 1

/ q.S'f[ SEP-16-1993 14:22 FRDr1 PED 6 7W-EP TO 916179334428 P.06 t t .. 4 4 CHABA PUBLIC POUR DISTRICT i FT. CALBOUN STATION ' DESIGN BASIS DOCladENT AUXILIARY BUILDING l \\ DoctRENT Ntt'185R l SDSD AUX-502 i Revision S 1 SEPTEMBER 1993 CQE I l i i I 1

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Auxiliary Building Ft. Calhoun statica SD&D-AUX-502 f Omaha Public Power District section 4 i 4.1.1.3 Material Requirements The requirements for structural materials used in the original design of the auxiliary building are specified below. These requirements must be used when modifications on the existing auxiliary building structure. evaluating the effects of I Concrete } Normal weight concrete ) (designated as class S) must have a 28 day conspressive strength of 4000 poi. Heavy concrete (designated as class C) density of 225 pcf (Ref. 3.1. Section ' Concrete *).must have' a 28 day i j 1 Welding of structural steel The welding of structural steel satst be in compliance with AWS j D1.0-40 Standard Code for Arc and Gas Welding in Building i Construction (Ref. 5.1 Section ' Structural Steel *). f Welding of Reinforcing steel 4 Hechanical buttspiices (other than lapped) muct be provided by ( means of the Cadweld process employing "T* series connectors i designed to develop the specified tensile strength of the reinforcing steel.' No individual splice shall have less than 125 percent of the minimuna yield strength of the bar being spliced i (Ref. 5.1, Section ' Reinforcing Steel'). Reinforcing steel Reinforcing steel in the auxiliary building mat and superstructure satst be intermediate grade deformed bars with strength of 40,000 psi (Ref. 5.1 Section ' Reinforcing Steel *).a minimum yield Structural Steel Members Structural steel shapes and plates amat have a minimum yield strength of 36.000 poi (Ref. 5.1, section

• structural Steel").

Structural Steel Bolting All field connecticos in friction senat be made with high-strength steel bolts 6.02). type connections (Ref. 5 1. Section

• Structural Steel
• Spent Fuel Pool Liner The spent fuel pool liner material must be compatible with the requirements of 503D-AC-SFF-102 Spent Fuel storage and Fuel Pool Cooling.

2 of 11 Revision: 1 Date: 1/92 TOTAL P.Ef/ q

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