ML20117C050
| ML20117C050 | |
| Person / Time | |
|---|---|
| Site: | Fort Calhoun  |
| Issue date: | 12/12/1994 |
| From: | Karavoussianis, Tseng T STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20117B910 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR FC06314, FC06314-R00, FC6314, FC6314-R, NUDOCS 9608270261 | |
| Download: ML20117C050 (32) | |
Text
.v 1 3 CALCULATION COVER SHEET ~
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Calculation Preparation, Review CALCULATON NUMBER Calc. Page No. /
and Approval o ft # ( 3' N
Form PED-OP-3.j Form Page No.1 of 2 OA c.=oory: E COE O uuiTEDcOE O FIRE PRO'. <
Calculation Cover Sheet 0 NON COE I o FILE NO.
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Calculation Preparation, Review CALCULATION NUMBER Calc. Page No. 14d6
and Approval fd 46 7//
Form PED-OP-3.-1 Form Page No. 2 of 2 Calculation Cover Sheet FActuTY/ SYSTEM KEYWORD o CALCULATIONS USED AS INPUT IN THE ANALYSIS EQUIPMENTTAGS CALC /REV. NO. DEPT. NO. o SYSTEM ADDED DEPT. NO.
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PRODUCTION ENGINEERING DMSION Fr 4 /7/9 CALCULATION REVISION SHEET REY.
NO. DESCRIPTION / REASON FOR CHANGE O om4 we icsa f 1
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Pass Y ef 2 r Calc Preparation, Review and Approval PED-QP-3.5 Page 1 of 2 CALCULATION NUMBER Reviewer's Checklist-Calculations f4-#d3/f/
YES fLO. N/A i
- 1. Is Calculation Cover Sheet attached and completed, as required,to the calculation? V , _ _ _
- 2. Is the calculation objective stated? Was this achieved? /
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- 3. Are inputs correctly selected and incor- g
! porated into the analysis? ,
i 4. Have inputs and/or assumptions which require i confirmation at a later data, been identified
, on the Calculation Cover Sheet and in the I /
- calculation body? .
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- 5. Are the applicable codes, standards,
- regulatory requirements, and other references including issue and addenda identified such
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that they are traceable to source document? /
s I 6. Was an appropriate calculation method used? g-
] Was the basic theory appropriate?
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- 7. Have assumptions been noted and justified? t/
- 8. Are the calculations free of arithmetic errors? j
- 9. Is the calculation consistent with the design basis requirements? /
- 10. Is the conclusion stated? /
- 11. Is the calculation legible and suitable for microfilming?
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PED-QP-3.36 Rev. 3
P#t r .fr W Calc Preparation, Review and Approval PED-QP-3.5 Page 2 of 2 CALCULATION NUMBER Reviewer's Checklist-Calculations F& d 63/'/
J,fE.1 M N/A
- 12. Are all blocks on the Calculation Cover /
Sheet addressed correctly?
- 13. Have Forms PED-QP-3.2, 3, 4 and 5 been used and correctly completed?
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- 14. If the calculation has been prepared to supersede another calcult. tion, has all the 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 y
performed in accordance with PED-QP-19 attached?
REVIEWER COPMENTS:
Tsim;g Ts*~p j / L -3~ ~ fy Reviewer Date PED-QP-3.37 Rev. 3
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- i P/M f <8 r Calc Preparation, Review and Approval PED-QP-3.7 Page 1 of 1 CALCULATION NUMBER Independent Reviewer's Checklist - Calculations fdd63/Y YES NO. N/A
- 1. Are the calculation methods accurate and appropriate? /
- 2. Are input data sufficiently detailed? V
- 3. Are the calculation assumptions reasonable? /
- 4. Has the basis for engineering judgement been included in the calculation, when used?
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- 5. Is the calculation documented sufficiently such that the analysis is understandable to someone competent in the discipline without recourse to the Preparer? V
- 6. Have the design interface requirements "
been satisfied? t
- 7. Are the results reasonable and do they -
l resolve the calculation objective? " t
- 8. If an alternate calculation was used to verify the adequacy of the analysis, is it p 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 V attached to the calculation?
- 10. Are calculations involving Technical Specification values and associated margins V of safety identified?
I INDEPENDENT REVIEWER C0W4ENTS:
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b y penpsnt y ypewer Date t./ v PED-QP-3.40 Rev. 3
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Client: Omaha Public Power District Calculation No. 94C2857-C-003
Title:
USI. A46 Outlier Resolution for Heat Exchanger CH-7 Project: OPPD. Fort Calhoun Station Method: Conventional Engineering Hand Calculations.
Acceptance Cnteria: " Generic implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment " SOUG. Revision 2A. March 1993.
Remarks:
REVISIONS No. Description By Date Chk. Date App. Date 0 Initial issue 8V 'I/7/tY TA7 / 3/5/p 1 hy*/f /29 b 7 ()
CALCULATION CONTRACT NO.
COVER SHEET 94C2857 ,
stevenson & Associates FIGURE 1.3 1
s JOB NO,94C2857 Ccicul:tian C-003 Sheet 8 of 25'
SUBJECT:
Fort Calhoun Station Date: 11/07/94 USI A-46/IPEEE Seismic Evaluation Project evision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical A-46 Outiler Resolution for j consulting engineering firm Heat Exchanger CH-7 Check: T. Tseng t
4 4
Table of Contents Objective . .
. . . . . 9 Analytical Approach. . . .. . 9 1
l References . . . 10 J Summary .. . .
11 Calculation. . .. . . .. 12 1
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JOB NO. 94C2857 Cilculation C-003 Sheet 9 of 2 f
SUBJECT:
Fort Calhoun Station Date: 11/07/94 USl A-46/IPEEE Seismic Evaluation '
Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical A-46 Outlier Resolution for !
consulting engineering firm Heat Exchanger CH-7 Check: T. Tseng l l
Objective The anchorage for the Letdown Heat Exchanger, CH-7, is an outlier according to GIP (ref.1) screening guidelines. The objective of this calculation is to resolve the heat exchanger's A-46 outlier issue, by means of conventional engineering calculations.
Analytical Approach The heat exchanger is supported on two saddle. The saddles are anchored into concrete piers by 2 - 7/8 J-Bolts per saddle and one of the saddles' base plate is anchored by slotted holes in the longitudinal direction of the tank. Hence, the critical anchorage will be at the saddle with-out the slotted holes, i.e. the fixed end saddle.
The outlier will be resolved by comparing the anchorage capacity to the demand. The capacity consists of anchor bolt and saddle stress allowables. The anchor bolt allowables are subject to reduction factors due to concrete embedment, edge distance and strength.
The demand consists of nozzle loads due to operating conditions, thermal and seismic loading, in addition to the heat exchanger's seismic inertia loads. These loads will be transferred to the fixed end base plate and summed up. First, the seismic loads will be summed by using the SRSS method and, then added to the dead loads.
The spectral accelerations used to calculate the heat exchanger's seismic inertia loads in the analysis is computed in reference 5. Also, the concrete used for anchorage has a minimum 28 day compressive capacity of 4000 psi according to reference 6.
s JOB NO,94C2857 C:lcui:ti:n C-003 Sheet 10 of 25-
SUBJECT:
Fort Calhoun Station Date: 11/07/94 USl A-46/IPEEE Seismic Evaluation Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical A-46 Outlier Resolution for consulting engineering firm Heat Exchanger CH-7 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. " Letdown Heat Exchanger", Atlas Industrial Mfg. Co., Dwg. D-1843-5, OPPD file
- 00716.
- 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 Foundation Plan El. 971'-0", Outline - Sheet 3", Omaha Public Power District, Dwg. # 11405-S-49.
- 8. " Auxiliary Building Equip. Supports, Outline 8 Reinforcement Sheet 2", Omaha Public Power District, Dwg. # 11405-S-69.
- 9. " Theory and Analysis of Plates", Dr. Rudolph Szilard, Prentice - HallInc.,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. "COE Piping Isometrics, Seismic Sub. System #AC-215A", D-4208 Sh. 5 of 9, S&A ref. 93C2857-DC-024.
- 13. " Equipment Nozzle Load Summary Sheet", OPPD Calc. FC01496, Commonwealth Assoc. Filing Code 010-ACS-10-025, S&A ref. 93C2857-DC-024a.
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s JOB NO,94C2857 Cilcul: tion C-003 Sheet 11 of 2f
SUBJECT:
Fort Calhoun Station Date: 11/07/94 USl A-46/IPEEE Seismic Evaluation Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-rnechanical A 46 Outlier Resolution for consulting engineering firm Heat Exchanger CH-7 Check: T. Tseng >
- 14. "CQE Piping Isometrics, Seismic Sub. System #AC-325A", D-4218 Sh. 5 of 6, S&A ref. 93C2857-DC-025.
- 15. " Equipment Nozzle Load Summary Sheet", OPPD Calc. FCO2116, Commonwealth Assoc. Filing Code 010-ACS-10-023, S&A ref. 93C2857-DC-025a.
- 16. "CQE Piping Isometrics, Seismic Sub. System #CH-456A", D-4234 Sh. 3 of 3, S&A ref. 93C2857-DC-026.
- 17. " Calc - Stress Analysis For Subsystem CH-456A", OPPD Calc. FC00994 Rev. 3, S&A ref. 93C2857-DC-026c.
- 18. " Manual of Steel Construction", 6th Edition, American Institute of Steel Construction Inc.,1963.
1 Summary l
The calculation that follows resolved the A-46 outlier issue for the Letdown Heat Exchanger, CH-7. The anchor bolt allowable was derived through the use of plain bar bond strength and shear cone capacity, including the available pier reinforcement. Then, by using a yield line l analysis method, the saddle base plate capacity was found to exceed the anchor bolt tensile l
allowable, hence the tensile allowable is governed by the base plate. l The calculation shows the heat exchanger's fundamental frequency within the rigid range, hence, the 5% floor response spectral acceleration is used. Following the demand calculation on the critical bolt, the bilinear formulation for shear-tension interaction was used and the anchor bolt was found to be adequate.
Finally, the saddle stresses were checked and the saddle were also found adequate. Hence, the heat exchanger's anchorage meets the A-46 requirements set forth by the GIP (ref.1) by a margin of 1.3, hence, the outlier issue is resolved.
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, _ , . c SEP-26-1993 14:20 FRON PED NJCLEAR 7W-EP
, A N "I to ' ' T'T
. . - , , . TO 916179334428
P.0a COPY 93C2777-LRCO-047
-1
$$gR
,n. FAX COVER SHEET i
@@!l Date: i - M -93
- M -
To: PAUL KARAVoussiAis S4A
$16 - '
$$ Telephone: FAN /o/7-183-4422 a
m W
hk Q C From: 84No Y L60;/5 o FFD _
, 8d Telephone: 401 -533 - 4 SOS o
COMMENTS:- -
Number of Pages to Follow:---. 5
\
j i
i
, s
i .f..,.. SEP-16-1993 14:21 FROM PED MELEAR 7tHEP TO 926179334428 P.02
! s' Date September 16, 1993 l 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 Rev. 5 , Basis Document Auxiliary Building, SDB-AUX-502, 1
j
- As identified weight in the attached excerpts from Ref.
concrete (designated as Class B),
1 & 2, the normal i l
Containment used throughout
{ minimum 28 and the Auxiliary Building, was required to have a
! day compressive strength of 4000 psi. Nearly all I concrete anchorages are developed in this concrete.
I Heavy weight concrete !
! shielding walls, was requ(designated as Class C), used for some '
strength of 3000, pai. Some ired to have a minimum 28 day compressive Concrete. anchorage may be installed in this Class A concrete; used in the Containment shell, was required to have a minimaum 28 day compressive strength of 5000 poi. Only a few anchors are installed in this concrete.
Concrete floors. are generally covered by a 2" topping of light weight concrete, sloped toward floor drains, having a tested-average 28 day strength of over 4000 psi.'
ff 5 Y h
, .. SEP-16-1993 14*21 FRON PED HlJCLEAR 7LHEP TD 916179334428 P.03 ^
l l
1 OMARA FU3LIC POUR DISTRICT !
1 1
FT. CAW OUN STATION i
DESIGN AASIS DOCUMENT l CONTAI!O(ENT l l
I l
DoctMENT NtBIBR EDED-CONT-501 Revision 5 .
) February 1993 CQE ;
1
..SEP-16-1993 24:21 FRDr1 PED NJCLEAR 7W-EP TO 916179334428 I)' '
.... P.04
~
Containment l
- Ft. Calhoun Station SDED CONT-501 Ortha Public Power District Section 4 4 .
1 4.0 ;
DESIGN REQUIRDENTS
\
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- SYSTDi DESIGN REQUIRDENTS 6 1.1
. System General Desien Recuir s eiits 1
I 6 1.1.1 Layout Requirements i The containment access structure leyout smist include provisions to permit to operation, system components for maintenance, repair. refueling . and i
3 Openings and gratingin the interior concrete walls and floors must be provided 3
shielding. tousedallow where possible, without reducing the necessary to stinimize depressuritation of all compartments in order to a Design differential Basis Accidentpressure across the walls and floors due
' 10.1). (DRA) (Ref. 1.2. Supplement 2. Question !
i 4.1.1.2 1 i
Environmental Conditions The containment l structure. ircluding access openings and Penetrations. and any necessary contata=*at heat renoval systems shall 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 margin for effects from metal-water or other chemical d
reactions I
core cooling systems (Ref. 2 1. Criterion 49).that could occur as a c
- 4 1.1.3 Material Requirements l The l requirements for structural materials used in the design of the contaisusent j structure are specified below. These requirements must j be usedcontainment existing when evaluating the effects of modifications on the structure.
) E Concrete 1
i concrete used in the containment structure is of three classifications. Class A. Class B. and Class C.
Class A Cenerete -
shall must be used in the containment structure which comprisee the cylindrical vall, spherical dame, and the: portion structure. of the foundation ast beneath the containment Class A concrete must have a minisstas 28 day conspressive strength of 5.000 psi (Ref. 5.1. Page H2-4) .
1 of 27 Revision: 2 Date: 1/92
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Containment *
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j Ft. Calhoua Station SD8D-CONT. Sol i Coaha Public Power District Section 4
} Class a concrete -
containment must be used for structures within the
{
structure containment foundation mat.
and the access gallery beneath the Class B concrete must have a ,
minimum Page H2 4).28 day compressive strength of 4.000 psi (Ref. 5.1.
i g
class e
! concrete _ .
must be used in localised portions of the l containment required. structure where special shielding provisions are i Class C concrete anst have a minimum 28 day compressive strength of 3.000 poi and a density of not less j than 225 pounds locations of per cubic foot (Ref. 3.1. Page M1-10) For i
Protection. type C concrete see PLDSD-NU-63. Personnel E Reinforcing Steel i
( Reinforcing containment steel in the portion of the mat beneath the 4 3
i yield strength of 60.000 psi. structure shall conform to ASTM A432 with a ml t
{ Reinforcing steel in the balance of the structure must be intermediate grade deformed bars conforming to ASTM A13 with a minissa yield strength of 40.000 poi (Ref. 5.1. Page N31).
E Velding of Reinforcing Steel L l
- Mechanical 3
mesas of the butt Cadweldsplices (other than lapped) must be provided by.
! process employing 'T* series connectors designed reinforcingtosteel. develop the specified tensile strength of the No individual splice shall have less than i
its percent of the mintamia spliced (Ref. 3.1. Pages 53-1 and H3-2).
yield strength of the bar being i
4 5 Structural Steel Members Structural steel shapes and plates most conform to ASD1 A36 with 57-2).a minimum yield strength of 36.000 psi (Ref. 3.1. Page E Welding of Structural Steel The
'T elding
.testionof structural steel must be in compliance with AIsc for Design. Fabrication
< cal and Erection of
. .ad Gas Steel Buildings" and AWS D1.0 40. ' Standard Code for
,J . Welding in Building Construction (Ref. 5.1. Page 2 of 27 Revision: 2 Date: 1/92
. , SEP-16-1993 14822 FROM g.t9f PED 6 W M TO 916179334428 P.06 ~
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, CHARA PUBLIC POWER DISTRICT 1
FT. CALHOUN STATIdN i ' DESIGN BASIS DoctMENT AUXILIARY BUILDING e
DOCUMENT NtMBER
- SD5D-ADI-502 i
l R etri cion 5 j SEPTEMBER 1993 .
i CQE i
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8, 1
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4
- j f,*SEP-16-1993 14:22 FRON PED WCLEAR 7WEP
, . . j. . . TO 9161 N M E P. M ~
i Analliary Building '
3 Pt. Calhoun Station SDRD-ADR-502 Omaha Public Power District Section 4 '
i 4.1.1.3 Material Requirements i s
i The requirements for structural materials used i
1 design of the auxiliary building are specified below. in the original l These requirements must be used when modifications on the existing auxiliary building structure. evaluating the effects of :
Concrete j
Normal weight concrete compressive strength of (designated as class B) must have a 28 day i class C) 4000 psi. Heavy concrete (designated as i
density of 225 pcf (Ref. 5.1. Section
- Concrete").must have'a 24 day Welding of Structural Steel
{ The welding D1.0-40 of structural steel must be in compliance with AWS i
3 Standard Code for Arc and Gas Welding in Building i Construction (Ref. 5.1. Section ' Structural Steel').
Welding of Reinforcing Steel 4
i Hochanical buttsplicts (other than lapped) must be provided by means designedof the Cadseld process employing *T*
to develop series connectors i
reinforcing steel.' the specified tensile strength of the j
percent of the minimamm No individual splice shall have less than 125 ,
j (Ref. 3.1, Section " Reinforcing yield 'Steel').
strength of the bar being spliced .
Reinforcing Steel Reinforcing steel 1
unist be intermediate in the auxiliary building mat and superstructure
- grade deforssed bars with i strength of 40,000 poi (Ref. 5.1. Section
- Reinforcing Steel").a minf=== yield 2
i Structural $ teel Members i sttuctural 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 seast be made with high-strength steel bolts j
in friction type connections (Ref. 5.1. Section
- Structural Steel
- 6.02).
Spent Fuel Pool Liner !
i The spent fuel requirements pool liner material must be compatible with the of 3DSD-AC-EFF-102 i
cooling. Spent Fuel Storage and Fuel Fool l i
1 of 11 Revision: 1 I Datea 1192 "TDTAL P. M '
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