ML20117C006
| ML20117C006 | |
| Person / Time | |
|---|---|
| Site: | Fort Calhoun  |
| Issue date: | 10/31/1994 |
| From: | Karavoussianis, Tseng T STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20117B910 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR FC06313, FC06313-R00, FC6313, FC6313-R, NUDOCS 9608270244 | |
| Download: ML20117C006 (46) | |
Text
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- 2. Is the calculation objective stated? Was. j this achieved?
- 3. Are inputs correctly selected and incor- g -
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- 5. Are the applicable codes,' standards,-
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including issue and addenda identified such V that-they are traceable to source document?. --
- 6. Was an appropriate calculation method used? j Was the basic theory appropriate? -
- 7. Have assumptions been noted and justified?
- 8. Are the calculations free of arithmetic s/ '
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- 10. Is the conclusion stated?
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- 13. Have forms PED-QP-3.2, 3, 4 and 5 been used vY
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- 14. If the calculation has been prepared to supersede another calculation, has'all the j valid information been transferred in the new calculation? .. .. -
- 15. If the calculation determines that an existing or preexisting condition.may be outside the design basis of the plant, are the results of a reportability evaluation y performed in accordance with PED-QP-19 attached?
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- 2. Are input data sufficiently detailed?
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- 4. .Has the basis for engineering judgement been included.in the-calculation, when used? [ ~
- 5. Is the calculation-documented sufficiently such that the analysis is understandable to someone competent in the discipline' y without recourse to the Preparer?
- 6. Have the design interface requirements been satisfied? V
- 7. Are the results reasonable and do they -
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- 8. If an alternate calculation was used to verify the adequacy of the analysis, is it 'y attached to the calculation?
- 9. If qualification testing was used to verify the adequacy of the analysis, has it been documented using a retrievable source, or attached to the calculation?
- 10. Are calculations involving Technical Specification values and associated margins of safety identified? /
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PED-QP-3.40 Rev. 3
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1 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:
l 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 l
Calculation. . . .. . . 13 l
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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 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 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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a JOB NO. 94C2857 Cricul:ti n C-002 Sheet 10 of 37
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SUBJECT:
Fort Calhoun Station t
Date: 10/21/94 US! A-46/IPEEE Seismic Evaluation Project Revision 0 i l
l 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 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.
i
- 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 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
- 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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i s JOB NO. 94C2857 Cricul:ti:n C-002 Shsst 12 of 37 !
SUBJECT:
Fort Calhoun Station USI A-46/IPEEE Seismic Evaluation Date: 10/21/94 )
Project Rev..ision 0 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.
I 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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-- l 50'-26-2993 24:N FROr1 PED t4JCLEAR 7W-EP rW f. P l TO 92627933442 P.01 93C2777-LRC0-047 FAX COVER SHEET
- p. $-]1Rmi@R 5u G
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&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 D C From: AMOV L W IS OPPD
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Telephone:- 401 -533 -450B
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.n COMMENTS: -
Number of Pages to Follow: [o l
w ? f7
"*. SN'-16-1993 14:21 FRCr1 t
PED 6 7M-EP TO 916179334428 P.02 a t I. 1
; Date: September 16, 1993 1
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 i
- 2) Design 4
Rev. $ , Basis Document Auxiliary Building, SDB-AUX-502, j
- As identified weight in the attached excerpts from Ref. 1 & 2, the normal concrete (designated as Class B), used Containment and the Auxiliary Building, was required throughout to have 4
- minimum 28 day compressive strength of 4000 psi. Nearly alla I
concrete anchorages are developed in this concrete. i Heavy weight concrete as Class C), used for some j shielding walls, was requ(designatedired to have a minimum 28 day compre strength of 3000, psi. Some anchorage may be installed in this
- concrete.
j Class A concreto; used in the Contahnt shell, was required to j have a minimum 28 day compressive strength of 5000 psi. Only a few 2 anchors are installed in this concrete. 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
, ,'. SEh-16-1993 14:21 FROM PED MJCuiAR W TO 916179334428 ff 5Y h P.03 - *t ,
s . CHAEA PUBLIC POWER DISTRICT FT. CALHOUN STATION DESIGN BASIS DOCUMENT CONTAINMENT DoctMENT NIMBER EDED-CONT-501 Revision 5 . February 1993 1 CqE ' G I
9 SEP-3G-1993 14:22 FROM PED NtJCLEAR 'fW-EP 70 926179334428 ff
- YY f i? ? P.04
. t ,
i Costeltwat , j Ft. Calhoua Station SD8D-CONT-301 Omaha Public Power District Section 4 i 6.0 p,[jlCN REQUIREMENTS i a.1 SYSTDI DESIGN REQUIRDENTS j 4 1.1 System General Desisto Recuireunts i 6 1.1.1 Layout Requirements i The containment j access structure layout smst include provisions to permit operation, to system components for maintenance. repair, refueling, and i i Openings j and grating in the interior concrete walls and floors must be provided shielding. toused where possible, without reducing the necessary allow l j depressuriaation of all compartments in order to stinistize differential i to a Design Basis Accidentpressure across the walls and floors due { 10.1). (DBA) (Ref. 1.2. Supplement 2. Question 1 4.1.1.2 Environmental Ccnditions 1 3 The containment structure. including access openings and penetrations. shall and any necessary containment heat removal systems l without be designed so that the containment structure can accommodate . exceeding the design leakage rate the pressures and following a resulting from the largest credible energy release - temperatures loss-of-coolant accident (LOCA). including a considerable reactions margia for effects from metal-water or other chemical 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 - shall which comprisesmust be used in the contaiDuent structure the cylindrical wall, spherical dome, and the. portion structure. of the foundation : mat beneath the containment 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 i
f SEP-16-1993 14:22 FR31 PED P4JCLEAR 7W-EP TO 9161*?9334428 P.05 1 . i ! Containment e j Ft. Calhoua station SD8D-CONT.301 6 omaha Public Power District Section 4 Class B Concrete - i containment must be used for structures within the l structure containment foundation mat. and the access gallery beneath the Class B concrete must have a 4 miniam Page 2s day compressive strength of 4.000 psi (Ref. 5.1. H2-4). Class C Concrete, -
- containment structure must required.
be used in localised portions of the where special shielding provisions are ' Class C concrete must have a minimum 28 day compressive strength of 3.000 poi and a density of not less i than 225 pounds locations of per cubic foot (Ref. 5.1. Page H2-10) For ! Protection. type C concrete see PLDAD-NtT-63. Personnel E Reinforcing Steel i \ Reinforcing containment steel in the portion of the mat beneath the i j ] yield strength of 60.000 pai. structure shall conform to ASTM A432 with a m i i .
)
i Reinforcing steel in the balance of the structure must be j intermediate grade deformed bars confo1 ming to ASTM A15 with a 1 minimum yield strength of 40.000 psi (Esf. 5.1. Page M3 1). 3 Welding of Reinforcing Steel i j Hochanical means of the butt splices (other than Lapped) must be provided by. Cadweld ( process employing 'T" series connectors
- designed reinforcingtosteel.
develop the specified tensile strength of the No individual splice shall have less than j 123 percent of the minimum yield spliced (Ref. 3.1. Pages 53-1 and H3-2). strength of the bar being i i E Structural Steel Members t 4 Structural steel shapes and plates most conform to ASTM A36 ( with E7-2).a minimum yield strength of 36.000 psi (Ref. 3.1. Page E Velding of Structural Steel i The i velding of structural steel must be in compliance with AISC
*SP ecification i for Design. Fabrication and Erection of i
Structural Steel Buildings
- and AUS D1.0 40. ' Standard Code for i Arc and Gas Welding in Building Construction (Ref. 5.1. Page M7-2).
1 1 l
}
4 2 of 27 4 Revision: 2 Date: 1/92 l 1
t t
/
SEP-16-1993 14:22 FRDr1 PED 6 7W-EP TO 916179334428 q.S'f[
, P.06 .. 4 4
i CHABA PUBLIC POUR DISTRICT FT. CALBOUN STATION
' DESIGN BASIS DOCladENT AUXILIARY BUILDING l
. \
DoctRENT Ntt'185R l SDSD AUX-502 i Revision S 1 SEPTEMBER 1993 CQE 1 I l i i I 1
'[a ty ??
SEfP-16-1993 14:22 FRDn PED M w To _
- IE 916179334428 P.07
- a
- Auxiliary Building '
Ft. Calhoun statica SD&D-AUX-502 f section 4 i Omaha Public Power District 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 class C) strength of 4000 poi. Heavy concrete (designated as l i
j 1 density of 225 pcf (Ref. 3.1. Section ' Concrete *).must have' a 28 day Welding of structural steel j The welding D1.0-40 of structural steel satst be in compliance with AWS i f ConstructionStandard(Ref. 5.1 Code for Arc and Gas Welding in Building Section ' Structural Steel *). Welding of Reinforcing steel 4 ( Hechanical buttspiices (other than lapped) muct be provided by i means designedof the Cadweld process employing "T* develop the specified tensile series connectors to reinforcing steel.' strength of the ! percent of the minimuna No individual splice shall have less than 125 . (Ref. 5.1, Section ' Reinforcing yield Steel'). strength of the bar being spliced . i Reinforcing steel Reinforcing steel satst be intermediate in the auxiliary building mat and superstructure 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 senat 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 must be compatible with the requirements of 503D-AC-SFF-102 Cooling. Spent Fuel storage and Fuel Pool 2 of 11 Revision: 1 Date: 1/92
- TOTAL P.Ef/
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