Text

USI A-46 Outlier Resolution for Heat Exchanger CH-7
	ML20117C050
Person / Time
Site:	Fort Calhoun
Issue date:	12/12/1994
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 FC06314, FC06314-R00, FC6314, FC6314-R, NUDOCS 9608270261
	Download: ML20117C050 (32)
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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

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7 ()

CALCULATION CONTRACT NO.

COVER SHEET 94C2857 FIGURE 1.3 stevenson & Associates

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 Table of Contents 4

Objective.

9 Analytical Approach.

9 1

l References.

10 J

Summary..

11 Calculation.

12 1

1 4

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s 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 Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical A-46 Outlier Resolution for consulting engineering firm Heat Exchanger CH-7 Check: T. Tseng 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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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.

Summary 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 analysis method, the saddle base plate capacity was found to exceed the anchor bolt tensile allowable, hence the tensile allowable is governed by the base plate.

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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-1

$$gR FAX COVER SHEET

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Date:

i - M -93

M -

To:

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COMMENTS:-

Number of Pages to Follow:---.

5

\\

j i

i s

.. SEP-16-1993 14:21 FROM PED MELEAR 7tHEP TO 926179334428 P.02 i

.f..,

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, Basis Document Auxiliary Building, SDB-AUX-502, Rev. 5 1

j As identified in the attached excerpts from Ref. 1 & 2, the normal i

weight concrete (designated as Class B),

used throughout Containment and the Auxiliary Building, was required to have a

{

minimum 28 day compressive strength of 4000 psi.

Nearly all concrete anchorages are developed in this concrete.

I I

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, pai.

Some anchorage may be installed in this Concrete.

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 weight concrete, sloped toward floor drains, having a tested-light 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 OMARA FU3LIC POUR DISTRICT 1

FT. CAW OUN STATION i

DESIGN AASIS DOCUMENT CONTAI!O(ENT I

l DoctMENT NtBIBR EDED-CONT-501 Revision 5

)

February 1993 CQE

I)' '

..SEP-16-1993 24:21 FRDr1 PED NJCLEAR 7W-EP TO 916179334428 P.04

~

Containment l

Ft. Calhoun Station SDED CONT-501 Ortha Public Power District Section 4 4

1 4.0 DESIGN REQUIRDENTS

\\

'.1 SYSTDi DESIGN REQUIRDENTS 6 1.1 System General Desien Recuir s eiits 1

6 1.1.1 Layout Requirements I

The containment i

structure leyout smist include provisions to permit access to system components for maintenance, repair. refueling operation,

. and i

3 Openings in the interior concrete walls and floors must be provided and grating used where possible, without reducing the necessary 3

shielding.

to allow depressuritation of all compartments in order to stinimize differential Design Basis Accidentpressure across the walls and floors due to a (DRA) (Ref. 1.2. Supplement 2. Question 10.1).

i 4.1.1.2 Environmental Conditions i

The containment structure.

ircluding access openings and l

Penetrations. and any necessary contata=*at heat renoval 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 margin for effects from metal-water or other chemical d

reactions core cooling systems (Ref. 2 1. Criterion 49).that could occur as a c I

4 1.1.3 Material Requirements l

The requirements for structural materials used in the design of the l

contaisusent structure are specified below. These requirements must j

be used when evaluating the effects of modifications on the j

existing containment 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 must be used in the containment structure shall which comprisee the cylindrical vall, spherical dame, and the: portion of the foundation ast beneath the containment structure.

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

.. - - ~.

t

(>p Of f

" SEP-164 993 14:22 FROM PED 6 W TO 916179334428 P.05

o

(

I Containment Ft. Calhoua Station SD8D-CONT. Sol

\\

j Coaha Public Power District Section 4 i

}

Class a concrete must be used for structures within the

{

containment structure and the access gallery beneath the containment foundation mat.

Class B concrete must have a minimum 28 day compressive strength of 4.000 psi (Ref. 5.1.

i Page H2 4).

g class e concrete _

be used in localised portions of the must containment structure where special shielding provisions are i

l required.

Class C concrete anst have a minimum 28 day compressive strength of 3.000 poi and a density of not less than 225 pounds per cubic foot (Ref. 3.1. Page M1-10) For j

locations of type C concrete see PLDSD-NU-63. Personnel i

Protection.

E Reinforcing Steel i

(

Reinforcing steel in the portion of the mat beneath the containment 4

yield strength of 60.000 psi. structure shall conform to ASTM A432 with a m 3

l i

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,

Mechanical butt splices (other than lapped) must be provided by.

3 mesas 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 its percent of the mintamia yield strength of the bar being i

spliced (Ref. 3.1. Pages 53-1 and H3-2).

i 5

Structural Steel Members 4

Structural steel shapes and plates most conform to ASD1 A36 with a minimum yield strength of 36.000 psi (Ref. 3.1. Page 57-2).

E Welding of Structural Steel The elding of structural steel must be in compliance with AIsc

'T

.testion for Design.

Fabrication and Erection of

< cal Steel Buildings" and AWS D1.0 40. ' Standard Code for

..ad Gas Welding in Building Construction (Ref. 5.1. Page

,J.

2 of 27 Revision: 2 Date: 1/92

g.t9f SEP-16-1993 14822 FROM PED 6 W M TO 916179334428 P.06 ~

'I J

t i

}

l 1

e i

i j

i I

CHARA PUBLIC POWER DISTRICT FT. CALHOUN STATIdN 1

i

' DESIGN BASIS DoctMENT AUXILIARY BUILDING e

DOCUMENT NtMBER SD5D-ADI-502 i

l R etri cion 5 j

SEPTEMBER 1993 i

CQE i

}

8, 1

i 4

i

4 f,*SEP-16-1993 j

14:22 FRON PED WCLEAR 7WEP TO 9161 N M E P. M ~

.. j..

i Analliary Building Pt. Calhoun Station SDRD-ADR-502 Omaha Public Power District Section 4 3

4.1.1.3 i

Material Requirements s

The requirements for structural materials used i

design of the auxiliary building are specified below. in the original i

1 These requirements must be used when l

modifications on the existing auxiliary building structure. evaluating the effects of Concrete Normal weight concrete (designated as class B) must have a 28 day j

compressive strength of 4000 psi. Heavy concrete (designated as class C) density of 225 pcf (Ref. 5.1. Section

Concrete").must have'a 24 day i

i Welding of Structural Steel The welding of structural steel must be in compliance with AWS

{

D1.0-40 Standard Code for Arc and Gas Welding in Building i

Construction (Ref. 5.1. Section ' Structural Steel').

3 i

Welding of Reinforcing Steel 4

Hochanical buttsplicts (other than lapped) must be provided by i

means of the Cadseld process employing

T*

series connectors designed to develop the specified tensile strength of the i

reinforcing steel.'

No individual splice shall have less than 125 j

percent of the minimamm yield ' strength of the bar being spliced j

(Ref. 3.1, Section " Reinforcing Steel').

Reinforcing Steel Reinforcing steel in the auxiliary building mat and superstructure 1

unist be intermediate grade deforssed bars with strength of 40,000 poi (Ref. 5.1. Section

Reinforcing Steel").a minf=== yield i

2 Structural $ teel Members i

sttuctural steel shapes and plates must have a minimum yield i

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 6.02).

type connections (Ref. 5.1. Section

Structural Steel

Spent Fuel Pool Liner i

The spent fuel pool liner material must be compatible with the requirements 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 4,

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ML20117C050

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