ML070600211

GE Index 9-3, Rev. 1; an ASME Section Viii Evaluation of Oc Drywell for Without Sand Case Part 1 Stress Analysis, 2/91

ML070600211
Person / Time
Site:	Dresden, Peach Bottom, Braidwood, Limerick, Quad Cities, Zion, LaSalle
Issue date:	01/17/2003
From:	Nickerson T Exelon Nuclear
To:	NRC/FSME
References
03-00050, Rev 0, CC-AA-309-1001, Rev 0 C-1302-243-E540-083
Download: ML070600211 (85)

Text

Exe I (I, n 1M Nuclear Document No.

FromlTo Document No.

C-7302-243-E540-083 From 8 To ATTACHMENT 1 Design Analysis Cover Sheet FromtTo CC-AA-309-1 001 Revision 0 I

I Last Page No. 6-1 Analysis No.

GE # Index 9-3 Revision 1 EClECR NO.

03-00050 Revision 0

Title:

An ASME Section Vlll Evaluation of OC D w e l l for Without Sand Case Part 1 Stress Analysis Station($)

Unit No.:

oc 1

Component(s)

I Description Code1 Stress Analysis Is this Design Analysis Safeguards?

Y e s a N o m Does this Design Analysis Contain Unverified Assumptions?

Yes a No [XI ATIIAR#

I I Is a Supplemental Review Required?

Yes No If Yes, complete Preparer Tedd Nickerson 1/17/03 Print Name Date Print Name a

n Name Dale Reviewer Suji! Niogi

/ & d o 3 Method of Review Detailed Review 0

Alternate Calculations 0 Testing Verified that revised areas of vendor analysis, to address C-1302-243-E540-083 info, are Review Notes:

warrented and acceptable.

Approver Tom Quinlenz f-9 d 3 Print Name Sign Name Date (Fer Extwnal Analyses Onlvl ixeton ~eviewer Approver Description of Revision (list affected pages for partials): See next (summary) sheet for revision details.

THtS DESIGN ANALYSIS SUPERCEDES:

Frlnt Name Sign Name Date Print Name Sign Name Date I

I

AmerGen Sheet 1 a DOCUMENT NO.

INDEX 9-3 An ASME Section Xlll Evaluation of OC Drywell for Without Sand Case Part I Stress Analysis REV 1

SUMMARY

OF CHANGE GE Report has been revised to addresskeference Calc C-I 302-243-E540-083 as per ECR-DCR 03-00050 8. AR A2019253 Eva1 01.

As such, the following pages have been affected:

D D

0 Added new cover sheet 1 8, summary sheet la.

Renumbered vendor covers to 1 b & IC.

Revised sheets 1-2, 1-4, 3-4, 3-12,4-1 & 4-3.

Note: RM was unable to retrieve the original report so this is the best available copy.

L APPROVAL 04 S. Niogi TP

. Q. tenz DATE

- //,7/03

DRF X 00664 INDEX NO. 9 - 3 R E V. 0 prepared by AN ASME SECTION V I 1 1 EVALUATION OF OYSTER CREEK DRYWELL FOR WITHOUT SAND CASE ART I STRLSS ANALYSIS I

February I991 prepared f o r GQU Nuclear Corporation Parslppany, New Jersey GE Nuclear Energy San Jose, C a 1 ifornia

ME!

R86'4.3, REV. o d&&-i-I C AN ASME SECTION V I 1 1 EVALUATION OF OYSTER CREEK DRYWELL FOR WITHOUT SAND CASE PART 1 STRESS ANALYSIS

/-

Prepared by: e- &-

v C.D. Frederlckson, Senior Engineer Materials Monttoring 8 Structural Analysis Services Y '

G. W. Contreras, Erqineer Materials Honltoring K Structural Analysis Services Revlewed by:

H. S. Mehta, Princlpal Engineer Materials Monitoring &

Structural Analysis Services S. Ranganath, Hanager Hstertals Nonftnring d Structural Analysis S e r v Ices

1. INTRODUCTION

1. 0 66 F k X N8. 3 - 3, R E V. 0 TABLE O f CON'IENTS 1. I

Background

1.2 Supplementary Code Stress Analyses 1.3 Scope o f Present Analysis 1.4 Report Outline 1.5 References 2. A N A L Y S I S BASES 2.1 Drywell Geometry and Materlals 2.2 ASME Code A1 lowable Values Effects Condi tlon 2.2.1 Thickness Reductions From Local 2.2.2 Allowable Stresses f o r Post-Acc 2.3 Load Magnitudes and Combinations 2.4 Temperature Gradients 2.5 References 3. DRYYELL F I N l T E ELEHENT ANALYSIS 3.1 Description o f Finite Element Models 3.1.1 Axisymnetrlc Model 3.1.2 Pie Slice Finite Element Model 3. 2 Load Application on Pie Slice Model 3.2.1 Gravity Loads 3.2.2 Pressure Load 3.2.3 Seismic Loads Cornbinat tons 3.3 Stress Results for Various t o a d Cases and 1

Corrosi un dent Pase No.

1 - 1 1 - 1 1 - 2 1 - 3 1 - 3 1-3 2 - 1 2 - 1 2-3 2 - 4 2. 5 2 - 5 2-6 2 - 7 3 - 1 3 - 1 3 - 1 3 - I 3-2 3 - 3 3 - 3 3 - 4 3-4

IjRF I 08664 N E X N. 9-3, KEY. 0 TABLE OF CONTENTS (CONT'D)

/

Pase N o.

3.4 Temperature Stress Analysis 3.5 References 3-5 3-6 c

4. SEISMIC LOAD DEFINITION 4 - I 4.1 Finite Element Model 4-1 4

3ynamic Analysis Methodology and'Response Spectra 4-1 4..

Post-Accident Selsmic Analysls 4 -2 4.4 Analysis for Relative Support Olsplacement Effects 4 - 2 '

4.5 References 4 - 3 5. CODE STRESS EVALUATION 5 - 1 5. 1 Code Stress Evaluation o f Regions Above the Lower Sphere E l a s t f c Stress Analysls o f Sandbed and Lower Sphere 5.2.1 Small Displacement Solution Results 5.2.2 Large Displacement Solution Results Code Evaluat'ion o f tha Sandbed and lower Sphere 5.3.1 Prtmary Stress Evaluatlon 5.3.2 Extent o f local Prjmary Membrane Slress 5.3.3 5. 2 5.3 Primary Plus Secondary Stress Evaluation 5-1 5 - 2 5 - 2 5 - 4 5 - 4 5 - 4 5-5 5 - 6

6. SUHKARY AND CONCLUSIONS 6 - 1 APPENDIX A DETAILED RESULTS FOR A X I S Y M E T R I C MODEL T E H P E FA 1 UR E S 1 RE S S ANA L Y S I S

Table L I S T bF TABLES Page No.

T i t l e No.

2-1 As-designed and Projected 95% Confidpnce 2 - 8 '

I thicknesses used f n thk'Code Stress Evaluation 2 - 2 2 - 3 Allowable Stresses f o r Drywell Shell in Section VI11 Analysis Allowable Stresses for Post-Accident Condition 2-4 Load Combinations specf'led in the Farsons Geport (Reference 2-3) 2 - 5 a Gead Weight Loads 2 - 5 b Penetratfon Lcads 2-5r L i v e Loads 3 - 1 load Cases Consfdered i n the Finite Element Analysis 3 - 2 Adjusted Uelgh? Dens1tt.s o f Shell to Account f o r Compressible Material Weight 3 - 3 Oyster Creek Drywell Ad4f tlonal Weights a

Refuel Ing Condition 3 - 4 Oyster Creek O r p e l l Addltional Weights.

Acctdent and Post-Accider~t Condition 3 - 5 fiydrostatic Pressures fOi* Post-Accident Condition 2 - 9 1.

2 - 1 0 I

2-11 2-12 I

2 - 13 2 - 1 5 3 - 7 3 -8 3 - 9 3 - 10 3 - 1 1 i i i

I LIST OF TABLES (CONT'D)

TJblc Paqe No.

T i t l e No.

3-6 Meridional Seismic Stresses at Four S e c t i o n s j - 1 2 I

I 3 - 7 Application o f toads to Match S e i s m i c 3-13 Stresses - Accident Conuition 3 - 8 Applicatfon o f loads t o Match Seismic 3-14 Stresses - Post-Accident Condition I

I 3 - 9 4

Description of load Comblnatlons in Terms of j - 1 5 Unit Load Case Sum 5 - l a 5 - l b 5-2a 5 - 2 b 5. 3 a Comparison o f Calculated Stresses to Code Allowable Values (Nominal Drywell Wall Thicknesses Above Lower Sphere) 5. '

I Ccmparisoq o f Calculated Stresses to Lode 5-8 Allowable Valuer (95% Projected Drywell Wall Thicknesses Above Lower Sphere)

Comparfson o f calculated Primary Stresses to Code Allowable Values (Small Displacemrnt; Lower Sphere and Sandbed) 5 - 9 Comparison o f Calculated Primary Stresses to 5 - 10 Code Allowable Values {large Displacement; lower Sphere and Sandbed)

Comparison of Calculated Primary Plus Secondary

' Stresses to Code Allowable Values (Small Otsplacement; Lower Sphere and Sandbed) 5 - 1 1 i v

P k x I 0 148.

664 9-3, R E V. 0,

LIST OF TABLES (CONTD)

T d b l e Page No:

T i t l e No.

5 - 3 b CompariLon of Calculated Primary Plus Secondary 5 - 1 2 I

Stresses to Code Allowable Values (Large I

Djsplacement; Loner Sphere and Sandbed)

I V

I 0 66

?&Ex N!.

4-3, REV. o,

L I S T OF FIGURES f icjure Page

-Np.-

FIGURE No.

1 - 1

[Irywel 1 I.onf i gurat i on I

1 - 5 I

3 - 1 Complete Axlsymetrlc Finite Element 3-16.

Yodel o f Drywell

+

• 3-2 Sand Bed Region of Drywell finite Element 3 - 1 7 I

Model I

I 3 -3 3-4 3 - 5 3 - 6 3 - 7 3.8 3.9 Knuckle Region of Drywell CFinlte Element Model 3 - 1 8 Cylindrical Region o f Drywell Finite 3-19 Element Model Upper Cy1 indrlcal Region o f Dr;.well 3-20 F i n i t e Element Model Oyster Creek Drywell Ple Sltce Finite 3-21 Element Hodel lnstde Closeup Vlew o f Lower Drywe11 3-22 Sect ion Appl icatlon o f Loading t o Simulate 3-23 Seismic Stresses 3elor Curb Drywell Hodel Nodilization 3 - 2 1 for Temperature Analysis Durtng Accldent Condi L i o n v i

LIST OF FIGURES (CONT'D) f i g u r p Page F I G U R E No '.

Ng..

I Example o f Calculated Temperature Dlstributlon at 'Various [lapsed Times 3-10 3 - 2 5 3-26 I

I 3 - 2 7 3 - 1 1 Merldlonal Stress Ofstrlbutlon in the Sand Bed Region from Temperature Distribut.ion( at t-210 Seconds 3 - 1 2 Circumferential Stress Olstr'lbut ion in the Sand Bed Regton from Temperature O I stri but 1 on at t -210 Seconds I

5 - 1 3 5 1 C i rcumferen t 1 a1 Stresses for Acc i dent Condition V - l In 'Wlth Sand' and 'Without Sand' Cases - Small Displacement Plot o f Accident Conditton V - 1 Herldlonal 5-14 Stresses for Displacement Circumferent Dlstributlon C i rc unf e ren t at Four Mer!

'Wlthout Sand' Case - Small 5 - 3 S - 4 a1 us a1 Hembrane Stress 5-IS ng Small Displacement O p t i o n Hrmbrrnc Strtsr Hdgnitudes 5-16 tonal Planer in Sandbed Region

- Srarll OlsDlaccwnt

~ C I R Wlth. Transverse Plus A x l a l toadinq 5.17 5 - 5 5 - 6 Clrcumferentlal Hembrane Stress 5-18 Distributfon Using large Displacement Optton v i i

LIST OF FIGURES (CONT'D) figure Page NQ.

F ICURE NQ I 5 - 7 5-0 I

Comparison o f Circumferential Membrane s-19 Stress Magnitudes With Large and Small 01 spl acement Options Circumferential Uernbrane Stress Magnitudes 5 - 2 0 at Four Heridtonil Planes I n Sandbed Regfon

- Large Displjcernent I

+,

I I

v l i i

I 0 66 P 8 6 E X 8. 4. 3. R l V. 0 1 I. INTRODUCTION 1. 1 Background I

The SlyJter Creek Nuclear Generating Station utilizes a CE BUR Nuclear Steam Supply System and a steel Mark 1

pressure suppression t y p e containment vessel system.

The pressure supp$ession system c q n s i s t s o f a drywell, a pressure suppressfon chamber (torus) which stores a large volume o f water and a connecttng vent system between the dryuell and the water pool. The drywell, sometimes referred t o as the containment I vessel or containment structure, houses the reattor vessel. reactor coolant recirculatlon loops, and other components dssoclated with the reactor system.

f i g u r e 1.1 shows the drywell along with the pertinent dimensions. lhe drywell i s a combfnation o f a sphere, cyltnder and 2:l ellipsoidal dome and i t resembles an Inverted light bulb.

The sphericJ1 p o r t i o n o f drywell near the base includes a sandbed regfon t h a t prowtdes a n elastic transition zone whtch i s tntended to amellorate abrupt thermal and mechanical dlscontinuttfeo.

The pressure suppression system w a s deJiqned. analyzed and constructed by Chicago Bridge d Iron Company I

((01).

A recent inspectton o f the steel shell (November 1986) prtor l o restdrt from the 11R outage in the sandbed reglon revealed that some dryriaation o f the shell had taken place durtng the years since completion o f construction.

Subsequtnt inspectlons also lndicaled ninor thfckncsr degradations in the upper spherical and cy1 indrtcal sections o f the drywell.

I\\ detailed dtscrlptlon o f tho p r e v ~ o u t anrlysrs pertrfnlnq to O y s t e r Creek drywell Is glvcn In Reference 1-1.

An A S M Code stress analysis addressing the drywell thickness degradation i s documented in Reference 1 - 2.

The analyses in Reference 1-2 art based on the present mnfiguration in the sandbed region, t. c.. t t i s a s 5 u m d that the %and 1 s pre5ent.

One o f the option CWH 1 5 erplorlng to mltlqate further b

1-1

corrosion In thr sandbed reglon, Is t o remove tho sand.

The purpose o f the stress analyses presented in t h i s report i s to evaluate the drywell per ASNE Sectlon V I 1 1 for thts modlflcatlon.

/

1.2 Supplementdry Code Stress Analyses The Code of record for the stress analysis of Oyster Creek drywell i sSection VIII, 1962 Edition and Nuclear case tnterpretations 1270 N - S,

1274 N - 5 and 1272 N.S.

The CB1 stress report (Reference 1-31 augrner'.ed by the recent CE report (Reference 1 - 2 ) constitutes the Section V I 1 1 Code stress report o f record for the drywel?. The CE report i s a 5upplementrry stress report to the C B I stress report and addresses aspects of Code compltancc rs they ralrtr to t h e local wall thlnning abwrved In the Oyster Creek drywell.

The stress analyses l n this report as in the previous GE report [ 1 - 2 ] are guided by GPUN Techntcal IA Specfftcation for primary containment rnalysts ( 1 - 4 1. (0 Based on tht ultraronlc (UT) Inspectlon results, the projected 95%

confidence thickness value for the d r p e l l shell In the sandbed region i s 0.736 inch.

However, In several prevfous Oyster Creek drywell analyses, I S discussed In Reference 1-1, a conservative thickness value o f 0.700 inch was used.

A shell thlckness o f 0.700 inch i n the randbed riglorr was used In the stress analyses documented in Reference 1.2.

In the first part of the strass analysis report o f Reference 1 - 2, the zczfnal or as-designed thicknesses were rrrumd everywhere except in the sand tmd region.

The thicknasr in tht sand bed region was ar'rumed as 0.700 Inch c w a r e d to the-as-designed thickncs? :*

1.154 inch.

LaSet, the local thtnntng In areas other than the sand :.*d region of dtyvtll vis addressed.

The second part of Aefrrencu 1 - 2 report rddrt5std the buck1 Ing evaluit ton o f d r y w l l shall.

Note: 1. See Reference 1-6 for a discussion on the increase in seismic loads do to the change in Seismic Response compared to that defined in Reference 1-4 A

1.3 Scope of Present Analysls Ihc stress analvses described i n this report address the case when the sand has been removed from the sandbed region (called the ' w i t h o u t s a n d case').

A companion report

[ 1 - 5 ]

addresses the buckling evaluation f o r this case.

/

The f i n l t e element models used In the Reference 1 - 2 analyses were modified for this case by removing the spring elements representing

,and stiffness.

It will be shown t h a t thts change affects o n l y the stresses in the sandbed and adjacent region.

The stresses in the other regions of t h e drywell are essentially unaffected.

1.1 Report Outltne Section 2 of the report de5ctibes the drywell geometry, materlals, ASHE Code allowables and load cornblnatlonr used In the evaluatlon of aDpl ied stresses.

Also discussed I s the temperature gradient d e f i n i t i o n i n the 5rnd bed region under DBA conditions.

Section 3 includes the aetails o f drywell f i n i t e element analysis. Seismic load a n a l y s e s are covered In Section 4.

Section 5 presents the Code stress evaluation results t o meet the Code c r i t e r t r.

Finally, the surrnrry and conclusions arc discussed In Section 6. The Appendix Includes calculated stresses f r o m some o f the unit load cases.

I. 5 References 1 - 1 Y c k t r, M..

'OC Drywell Structural Cvrlu&ttons.'

CPUN Technical Data Report No. 926. Rtv. 1. februrry 6,1989.

1 - 3

I 0 66

?&EX N8. 4 - 3, R E V.. W I 1-2 a. "An ASHE Sectton V I 1 1 Evaluation o f the Oyster Creek Drywell -

- Stress Analysls," GE Index t 9-1, DRF I 00664 Part 1

/

{November 1990).

b. "An ASME Section VI11 Evaluation of the Oyster Creek Orywell -

Part 2 (November 1990).

- Stablllty Evaluation," G I Index I 9 - 2, DRF 1 00664 1-3 'Structural Design o f the Pressurle Suppression Containment Vessels," by thlcago Brfdgc & Iron Co.,Contract I 9-0971, 1965.

1-4 GPLiN Speclfication SP-1302-53-044.

Technical Speclfication f o r Primary containment Analysis - Oyster Creek Nuclear Generating S t a t i m ; Rev. 2, October 1990.

1 - 5

'An ASHE Sectton VI11 Evaluatlon o f the Oyster Creek Drywell for Without Sand Case - Part 2 - Stability Evaluatlon," GE Index I 9-1. DRf I 00664 (February 1991).

1-6 GPUN Calculation C-1302-243-E540-083, Rev. 0, Drywell Seismic Stress Adjustment, 0811 Of00 1 - 4

I-1 flgutt 1-1 D r w l l Conflquratton

R 0 66

%X N8. 8 - 3, REV. 0

2.

ANALYSIS BASES 2.1 Drywell Geometry and Haterlals The spherical sectlon has an inside diameter o f 70 ft. which intersects the 32 ft. diameter cylindrical portion.

A transltion knuckle i s provided at the connection of the sphere to the cylinder (Figure 1 - 1 ).

The drywell I s 105'-6" high.

The plate thlcknesses vary from a maximum o f 2.625 In. at the transition between the sphere and the cylinder down to a mlntmum o f 0.640 in. in the cylinder. The head k31l thickness I s 1.188 in.

Jhe head, which i s 33 ft. fn diameter,, I s made w i t h a double tongue and groove seal which pennits periodic checks for tightness.

Ten vent piper, 6'-6' tn dlameter, are equally spaced around the circumference t~

connect the drywell t o the vent her3-r Inside the pressure s q p r e s s t m chamber.

The drywell interior is filled with concrete to elevation 10'-3" to provide a level floor.

Concrete curbs f o l l o w the contour o f the vessel up to elevation 12'-3' wlth cutouts around the vent lines.

On the exterfor. the drywell I s encapsulated t n concrete of varying thickness froa the base clevatlon up to the elevatlon of the top herd.

from there, the concrete continues vertically to the level o f the top o f the spent fuel pool.

The base o f the dryurll i s supported on a concrete pedestal conformlng to the curvature o f the vessel.

A structural steel rkfrt was f i r s t tnrtalled to provlde Inter;. support for the vessel durlng erection.

A portion o f the rtwl sklrt was l e f t In pjacu which serves as one o f the shear r i s s that provldes hotlrontrl restraint f o r the drywe11 during an earthquake.

The proximity o f the btologgrcr'l rhteld concrete surface to the steel s h e l l v a r i e r with the clevrtton. The concrete t s In full contact with the rhtll over the b o t t m of the sphere rt Its tnvtrt elevation 2.~3'

p1866%-3, R E V. o up t o elevation 8'-11 1/4".

At that point, the concrete i s stepped 1

back 15 inches radtally to form a pocket which continues up, to elevation 12'-3".

That pocket i s currently fflled with sand which forms a cushion whtch is tntended l o smooth the transltlon of the shell plate from a condition of fully clamped between two concrete masses to a free standing condition, This sand filled pockr',

is referred to here as the sandbell.

In the analyses described in this report it I s assumed that the sand has been removed.

Up from elevation 12'-3" there i s a 3-inch gap between the drywell and the concrete biological shield wall which i s filled with foam material that provides insulation but no structural support.

IO An upper lateral svIsmlc restraint, attached to the cy1 fndrical portion o f the d r p e l l at elevation 82'-6',

allows for thermal, deadweight, and pressure radial deflection, but not for lateial movement due to s e i m i c excitation.

All penetrations for piping, instrumentation

lines, vant

ducts, electrical

lines, equipment accesses, and persovnel entrance have ixpansior, Jo?ntr and double seals where appllcab e.

The tnaterlals of construction for the drywell are given in Speciftcatlon S-2239-4 [2-I].

The drywell shell, !. e.,

the sphere, cjlinder, dome, and transitions, was constructed from SA-212, Grade E High Tensile Strength Carbon-St1 tcon Steel Plates for 6ollers and other Pressure Vestals ordered to SA-300 spt-lflcatjon.

I

,E followlng steolr wtrt used fn the construction of penetrations.

reinforcements, and rpgurtenrnccs:

SA-300 Steel Plates for Pressure Vessels for Service a t tow Tempe r a t ure I.

8 SA-333 Searless and Ye!ded Steel Pipe for Low Temperature Servtce.

SA-350 forged or Rolled Carbon and Alloy Steel Flanges, forged Fittings, And Valves and Parts for Lon temperature Servtce.

.. L 2 - 2

0 66 PBM HI,. $ - 3, REV. 0 Table 2 - 1 shows the as-designed thicknesses used tn the Code stress evaluatton a f the drywell shell (1-21.

Also shnwn In the same Table are the projected 95% confidence thickness values i n the locally corroded areas [2-21.

These latter thicknesses are used in the primary stress evaluation presented In SubTectton 5.2.

2.2 ASHE Code Allowable Values The Oyster Creek drywell vessel was designed, fabrfcated and erected in accordance wlth the 1962 Edltton o f ASHE Code, Sectlon VIIS and Code Cases 327ON-5, 1271H and 1 2 7 3 - 5.

The Code Case 1272 N-5 limits the general membrane stresses to 1.1 times the allowable stress values gtven fn Table UCS-23 o f Section YIII.

The comblned general membrane, general bending, and local '

numbrane stresses are Iimtted to 1.5 times the general membrane stress allowable$.

flnally, the Code Case limits the sum o f the primary p l u s secondary stresses t o three timet the allowable stresses given in Table UCS-23.

The allowable stress value given In Table UCS-23 for SA 212. Grade E It 17500 p t l.

Accordingly, the allowable stress values f o r varlous categories o f stresses are shown In Table 2-2.

The original Coda o f record hnd tho todr Cases do n o t provide s p e c i f i c guidance i n two areas.

Tha first relata$ t o t h i tire o f a region o f

!r.:rcarcd &ran@

sttats due t o thlcknasr rwluctionr from local or general corrosion effrcts, and tho second prrtalns to the r l l o w r b l r stresses for s r w l c e leva1 C or post-accidrnt condltlans.

In tht first case, gutdrncr was sought from Substctlon NE o f Stctton 111.

The jurtiflcrtlon for the use o f thts guidance i s provided in a report prrprrtd by Or. U.E. Cooper o f Teladync [Z-5).

In the litter case, thg Strndrfd Revfen Plan d o c u w n t was used 4s guidance wlth details discussed I n Rrfrnncr 2-6.

The r l l c w b l c Ilmitr obtained art Ulscusrec next.

I 2-3

1. 0 66

?ILEX 148. L1 R E V o I o 2.2.1 Thickness Reductions from Local Corroslon Effects Consfderatfon o f local corroslon effects can be achieved by app1 {cation of the requirements for Local Prfmary Membrane Stressef.

A thorough discussion of this 1s presented in Reference 2-5.

discussion presented here is extracted from that reference.

The NE-3213.10 definition o f Local Prlmary Membrane Stress Is:

The I,

I I

I Cases arise In whtch a membrane stress produced by pressure or other mechanical loadtng and assocfated w i t h a primary or discontinuity effect produces excessive distortion th the transfer o f load to other portlons of the structure.

Conservatism requlres that such a stress be classified as local Frtmary membrane stress even though I t has some charactertstics of a secondary stress.

A stress reglon may be considered local t f tho dlstance over which the membrane stress lntenslty exceeds I

1.1 S does not extend 1n the wridlonrl dlrectton more than l.O((Rt),

where R i s the minimum rnldsurface radius o f curvature and t i s the ainlmum thtckness i n the reglon considered.

Reqlons o f local primary aembrrne stress intenstty Involving axisymnetrtc membrane stress dlstributtons whtch exceed 1.1 S shall not be closer in the wridfonal direction than 2.5((Rt),

where R i s defined as (R1tR2)/2 and t i s defined as (tl+t2)/2, where t l and-t2 are the m i n i m a thtcknesser at each of the regions considered, and R i and R2 are the mintmum rrldsurface radli of curvature at there regtons where the membrane stress Intensity exceeds 1.1 5,.

Discrtte rtglonr o f local &rana stress tntensity, such as those resulting from concentrated lords actfng on brackets, there the membrane stress Intenslty exceeds 1.1 S,

shall be spaced SO that there I s no overlapping o f the areas in whtch the seabrine stress intensity exceeds 1.1 S I

I t

The value of 5, frm NE of Section 111 1s equivalent to 1.1 S from Sectfon V I f f.

2 -4

0 66 I

!KE! ~ 8.

8 - 3, REV. o There Is no Code limit for the extent of the region in which the membrane stress exceeds 1.0 S,,

but i s less than I.lS,,,,.

This 10%

var,iation in the allowable stress was provfded because o f the "beam on elartfc foundation" effects of such local regions, the stress decays as one moves away from the thin region, but overshoots general, membrane stress value by a small amount 'as the effects dampen out w i t h distance.

Thus, this provislon i s & equfvalcnt to a 10% increase in the allowable stress whfch can be taken advantage o f In the original, design.

Honever, given a deslgn nhlch satisfies the genera! Code intent, as the Oyster Creek drywell does as orfgjnally constructed, i t is not a violation o f Subsection NE requirements for the membrane stress to be between 1.0Smc and, l.iSmc over signlflcant distances.

Eased on the preceding discussion, a limit Qf 1.1Smc will be used in evaluating the general membrane stresses in areas o f the drywell where reduced thicknesses are specified.

' I 0

I 2.2.2 Allowable Stresses f o r Post-Accident Condition In the past-accident condition, the drywell I s flooded to elevation 74'-6". The allowable stress values for thlr condttion are given in Table 3.8.2-1 o f Reference 2-4. Table 2-3 shows the allowable stress values used for the post-accident conditlon.

2.3 Load Uagn tuder and Combinations Tt.e load5 t o k considered In the Oyster Creek drywell stress rnalysis, and the load c d i n a t f o n r are specifled In Reference 1-4.

References 2-1 and 2-3 also contain slmllrr derctiptlons o f the loads and load combinations.

Table 2-4 shows these load coarblnations.

The Cases 1 and I 1 pertain t o t e s t toads imposed on the drywell prfor to plant startup.

There lords are enveloped by the loads specifled In Case V - Accldent Condltlon.

Therefore, separate calculatfons were not conducted for Cases I and 11.

A comparison o f the load combinations shown In Table 2 - 4 and thcse

/

.given in Reference 2-4 i s covered i n ' Reference 2-6.

From that comparison it was concluded that the load combinations in Table 2-4 essentially envelope those described In Reference 2-4.

The dead load, ljve load and other equipment loads used in the stress calculations were obtained from an earlier study by C B I [Reference No.

2.4.3 of Reference 1-41, and are shown fn Tables 2-Sa though 2-5c. In the dead weight loading, the weight o f the compressible material attached t o the drywell was separately added.

Thls weight was taken as 10 lbs. per sq. ft. o f drywell surface [Reference No. 2.4 ? o f Reference 1-41. The additional weight on the cyllndrical portion o f the drywell during the refueling was obtained from Reference No. 2.4.3 in Reference 1-4 as 561 lbs/fnch o f hrywell cylindrical region circumference.

The stresses from selsmic loads were separately calculated as described In Section 4.

2.4 Temperature Gradients The drywell shell is essentially at a unlform temperature during all o f the operating condltions except the accldent condition. During the accident conditlon i t i s assumed that the drywell shell except the region below the curb (I.e.,

the sand bed reglcn) i s at the same temperature as that o f the environment (nride the drywall.

An d u l y s i s of the merldtonal temperature dtrtribution i n the sand bed region during the accldent conditlon w15 reported In Reference 1-4.

The mertdfonal temperature rarultt In Reference 1 - 4 are gtven as a function o f 8lrpSQd tlaw from the start o f the rccident condition to 4500 seconds.

These temperature dlstrlbutionr w e used I n Section 3 to calculate the stresses.

c 2-6

1. 0 66 PEEEX ~ 8.

8 - 3, REV. o 2.5 References 2 - 1 Technical Specf f ication 5-2295-4; Design, Furnl shing, Erection and Testing o f the Reactor Drywell, and Suppression Chamber Containment Vessels (1964).

/

2-2 "Forcasted Drywell Thlcknesses to 1,4R," letter dated October 5,

1990 from S.C. Tumnlnelli o f GPUN to H,S. Mehta of GE, dated.

2-3 "Prlmary Contalnmant Design Report," prepared by The tblph H.

Parsons Company, FSAR Amendment 15.

2 - 4 Nuclear Regulatory Comnlsslon Standard Review Plan, S e c t i o n 3.8.2, Steel Contalnment, Rev. 1, July 1981.

2-5 "Justlfication for use o f Sectlon 111, Subsectlon NE, Guidance i n Evaluatlng the Oyster Creek Drywell," Appendix A to letter dated December 21, 1990 from H.S.

Mehta o f GE to S.C. Tumninelll of G PUN.

2-6 "Ccmpartson o f FDSAR and SRP Load Comblnatlont," Appendix 0 to letter dated December 21, 1990 from H3.S.

Mehta o f CE to S.C.

Tunlnelii o f GPUN, I

t.7

TABLE 2 - 1 As-designed and Projected 95% Conftdence thicknesses used in the Code Stress Evaluation I'

prywell Res1 Qn Cy1 indrical Region knuckle Upper Spherical Region Middle Spherical Region lower Spherical Regfon Except Sand Bed Area Sand Bed Region As-des Igned Thicknesses 0.640 a

2.625 0.722 0.770 1.154 1.154 Projected 95%

14R Thicknesses

[inl 0.619*

2.625 0.677 0.723 1.154 0.736 no on-going corroslon

f 1

I I

1 I

i 1

TABLE 2-2 Allowable Stresses for Drywell Shell I n Sectton V l I l Analysis (Except Post-Accident Condition}

Primary Stressef General membrane 19300 p s i Generzl membrane plus bendlng 29000 psi I

I I

I u m a r v olus SecMdprv Str-Surface stresses Including thermal e f f e c t s 3x17500 or, 52500 psi NOTE: The general membrane stress allowable value of 19300 p s i Is equal t o 1.1~17500, where 17500 p s l i s the allowable stress value for the Crywell material i n Table UCS-23 of Sectton V I I I.

I Y

2-9

TABLE 2-3 Allowable Stresses for Past-Ac"dent Condition P r i m a r y S t r e w General Membrane 38000 p s i General Membrane p l u s Bend i ng 1. 5 ~ General rn?mbrane o r 57000 psi Pri dry rlus Secondary 70000 psi NOTE:

The above allowable stresses are based Standard Review P l a n,

Section 3.8.2., Steel Containment

Table 2-4 Load Comblnatjons specffled In the Parsons Report (Reference 2-3)

CASE I - INITIAL TEST CONDITION Deaduelght t Design Pressure (62 p r f ) t Setsmic (2 x D8E)

I CASE 11 - FINAL TEST CONDITION Deadueight t Deslgn Pressure (35 p s i ) ' + Seismtc ( 2 x 08C)

CASE I 1 1 - NORMAL OPERATING CONDlTION Deadweight i Pressure (2 os1 external) + Seismic (2 x DEE)

CASE 1V - REFUELING CONOITION Deadweight + Pressure (2 psi external) + Water load a t water seal b 118'-3" + Selsmfc (2 x OB)

CASE V - ACClDEN'I CONOITION Oerdue\\ght + Pressure (62 g s l b 175 f or 35 p:! 1 281 F ) +

Seismic (2 x DBC}

CASE V I - POST ACCIOENT COHOITION Deadwelght + Y a t e t Load e 74' 6' + Selsailc (2 x DEE) b -.-

L.cs:

(1) The lords shown above ptedomlnrte.

Reference 2.3 contains a l l of the loads.

[ 2 ) DBE Is the deslgn basts earthquake.

d 2-11

Upper Header lower Header Upper Weld Pads 3iddle Weld Pads lower Weld Pdds Top flange 6ottom F,Irnge Strbtllzets Upper Berm feats tower Beam Seats 12 F t Oiam. EQ OOOR Personnel lock Vents 13 Ft Olaa EQ WOR U m e r Weld Pads Yiddlc Weld Pads Lover Weld Pads I 0 66

?&EX N8. 1. 3. REV. 0 TABLE 2. h Dead Weight Lords 60.00 40.00 65.00 60.00 56.00 93

• 75

82. A7 50.00 22.00 30.25 30.00 15.56 30.25 65.00 60.00 56.00 95.75 36000 41000 40000 I

40000

48000, 2OlOO 20700 21650 1102000 556000 48000 64 100 50000 51000 12000 19200 8400 I

2-12

P e n e t r w x - 54A x - 5 A Thru H x - 7A Thru D X - 6 X - 8 x - 9A, 90,

x - 12, 45 x - 13A, 138 x - 14.15.398 x - 43. 44 x - 16A.B x - 17 x - 18, 19 x - 20,21,22 I[ - 23.24,341\\,0 x - 25 X - 27 x - t u - 6 x - 30AB. 32A x - 31AB. 53 x - 26 II - 3SA Thw 6 x - io, 11 T A B l f 2-Sb Pencttatlon loads ciht In 1b I

' 07.00 16,OO 16.00 30.00 26.00 34.00 26.00 31.00 33.00 70.00 54.00 13.oo 90.00 20.00 40.00 20.00 90.00 90.00 34.00 16.00 16.OO 20.00 16.00 1000 150000 60dd I

I 45600 2450 22600 '

8650 I6500 154 50 5750 7850 88 50 2750 900 850 6000 37 50 1000 5450 3 700 3750 3900 900

TABLE 2-5b (Cont'd)

Penetration Loads 60.00 40.00 40.00 20.00 30.00 30,OO I 30.00 35.00 32.oo 40.60 40.00 40.00 40.00 40.00 40.00 40.00 40.00 90.00 90.00 40.00 40.00 90.00 16.00 36.00 90.00 I

Up pur He rder Lowe

• Herder Upper Weld Pads HfCdls Weld Pads Lobar Yeid 'Pads Eu1.t~ Door PevsonneI Lock TABLE 2-SC L t v r Lords -

8 60.00 40.00 65.00 "60.:OO 56.00 30.25 30.00 1290 7150 20000 20000 24000 1 coooo 1sboo I

, 3. 0RYUlI.L FlNlTL fLlHEHl ANALYSIS 4

3.1 Description o f flnfte Element Hodc1r 8

The drywell was nodelled for ffnita element analysls 'using the ANSYS cornouter program [ 3 - I ].

Two fjnite element models, an rxlsymnetrrc jcodel and r 36' plc slice model, were used I n the stress a n a l y s i s.

Both o f these models art essentlrlly the same as those used In the stress rnafyrts 11-2) except that the elements representlng sand stiffness n y e rlfatnated.

The axfiyarwtrlc model was used in dete,mlnYng the stresses for "the seismic and the thermal gradiebt load cases.

The pie slice rodel w i t used f o r dead cr4ght and pressure load I

I I

cases and to evaluate the stresses f o r load comblnatlons.. The pie s l i c e podel Includes the e f f e c t of vent pipes and the reinforcing ttnq on the stress strta In the sandbed and adjacent regton.

3.1.1 Axts-tric W e 1 The axfsymetrlc model I s shown I n Figures 3-1 through 3-5. where figure 3 - 1 i s an o v t r v l t u. and Flgurrs 3-2, 3-3, 3 - 4, and 3-5 show the sand bed, knuckle, cyllndrlcrl, and upper most cylfndrfcal regf,ons, resptcttvt'y.

The qeortry IS dercrlbed In Subsectton 2.1, along with Refertncts 3-2 and 3.3, Ma$ used In genrrrtlnq this nodel.

I I

I 3.1.2 Pie Slice f i n i t e f l m n t Model l a t t n q rdvantrge o f t m l r y o f tho d r y w l l u\\th 10 vrntllner, 4 36' rectlon urs.odeled.

Ftgurr 3-4 shors the 36' pte sltce f t n l t e c r l m n t d e 1 of the drywell.

Thlr W e 1 tnclubrs the drywell she\\:

3 - 1

from the base o f the sandbed region t o the t o p and the vent and vent header.

the torus i s not o f the elliptical head included I n t h i s model because the bellows ptovlde a verj flrrrb:c! connection which does not allow significant structural lilterict Ion botvcen

>e drywell and torus. The various colors i c Ffgure 3:6 represent t.he IJ*fFerent shell

""knesses o f the drywc:l and ventline.

fro-the Instde o f the drywell wlth the gussets and t b v vent j e t de F1 e< :or.

!ii drywell and vent !hell a t e modeled uslng the 3-dimensi?qil plastic Q u a d r l l r t e r a l shell (STlF43) element.

A t a dtstance of 76 tl;ches from the drywell s h e l l, the vectljne:fwdel!ng was simplified by rasing beam,

elements.

The tranritiorc from shell to bein elentectr i s made by extend{?:

rigId beam elu;;.enrs frm a nGde,along tha cen!e*-lfne of the vent radidlly outward t o each o f the shell nodes ~t the' ventltne.

AHSYS STIF4 beam elemer,tr a r e then c m n e c t i c tc t h i s centerllne w d e t o model the axial and bendr-ig sttffoess cf t h r r e n t l i n e and header.

Spring (STIF14) elements a r e used t o model the v e r t i c a l header supports inside the torus.

AHSYS STIF4 beam elements are also used to model the s t i f f e n e r s I n the cyltndrlcal reglon of the drywell.

Figure 3 - 7. b v, w ~ the I

Symnotric boundary condttiont a f t deflned,for both edges o f the 36' drywell segment.

This a l l w r the nodes a t t h l s boundarj to 'move r a d i a l l y outward froa the d r p l l centerllne and v e r t l c r l l y, but not in the ctrcuafrrentfal dlrtctfon.

Rotatfons a r e also fixed i n two d i r e c t i o n s to prevent the boundary froa rotating o u t o f the plane o f

>Insbetry.

Nodes at the b o t t c r edge o f the dryuell are flxed I n a l l directions t o s l u l a t e the f l x l t y o f the shell w t t h i n the concrete foundat ion.

3.2 Lord b p 1 Ication on Pie 51 ice Model I

1 I

4 I

The loads are agplled t o the drywtll f f n f t e element d e 1 fn the u n n e r h t c h mort accurattly represtntr the actual lords anticipated on the drywell.

Dttrtlr on t h q rgplicatlon o f loids arc dlscusrrd I n the folloutng paragraphs.

3. 2. 1 Crav I ty Loads Ihe qravtty loads include dead weight loads o f the drywell s h e l l,

weight o f the compressible material and penetrations and live loads.

The dryuell shell loads are imposed on' the model by defining the weight density of the shell material and a p p l y i n g ' a vertical rcceleration of 1.0 g to simulate grrvfty.

The.

ANSYS program automatically distributes the loads consfsteht wlth the mass and' arceltration.

The compressible materlal welght o f 10 lb/ft* IS

'added '

by adjusting the weisht density o f the shell to also Include the I

compressible mat$rlal.

shell thicknesses are sumartred' in' Table 3-2.

I The adjusted relght densities for the various The additional dead weights, penetration welghtt and l i v e loads are rpplred as addltlonal nodal misses to the model.

A s shown on Table 3.3 Cor the refueling condition case, the total additional mass 1 s sumned for each 5 foot elevatlon o f the drywell.

The total is then divided by 10 for the 36' sectlon assumlng that the mass is evenly distributed around the perfmeter o f the drywell.

The tesultlng mass i s then applied unffomly to a set o f nodes a t the desired elevation a s shown in Table 3-3. fhcie applled masses automatically impose g r a v i t y loads on the drywell model wlth the deffned acceleration o f lg.

The saw method i s used to apply the additlonil masses to the model for the acctdent and the post-accident condltions as sumnarized i n Table 3-4.

3.2.2 Pressure Lord The appropriate pressure load I s appl icd to the internal/externrl faces of a l l of the drywell and vrnt shell elements.

The a x i a l strerr a t the transition from vent shell to beam elements i s rfmulrted by app\\ying cgulvalent a x i a l forces to the nodes o f tho shall elements.

In the port-accident condition, the drpell f s assumed t o be flooded to elevrtlon 74' (894 Inches).

Using a uater density of 62.3 l b / f t 3 (0.0361 1b/in3],

the pressure gradient versus elevation i s calculated as shown I n Table 3-5. The hydrostatfc pressure at the I

I I

3-3

z I I

bottom o f the randbed rtglon Is calculated t o be 28.3 p s l.

Accordlng t o the elevatlon,of the element centerline, the appropriate pressures are applied to the inside surface o f the shell elements.

3.2.3 Sei smfc Loads I

Seirnlc Inertla and dlsplrcewnt stresses were first calculated urlog the rxrsymttric d e l.

The seIsIp1c merldlonrl stresses determined fron the rxfsyametric laode1 wre then imposed on the pie 5llcs model b j applylng domrard forces at four elevations of the model (A:

23 -?*,B:

37'-3',C:

50'-11' and 0: 88'-9')

as shown on Figure 3-8.

Using this g t h o d, the wrid!onrl stresses calculated from the a r l r p u e t k i c mode1 are dup1t;atcb a t four sectlons o f the pic' slice Podel including 1) t h t rid-elevation of the sandbed reglon. 2) 17.25' bel-the tqurtot, 3) 5.75' above the cguftor and 4) just above the knuckle reglon.

These four stcttons were chosen to most accurately represent t h e l o r d l y In the lower drpell uhlle also providlnq a reasonably accurate stress dlstrlbutlon I n the upper drywell.

Table I

I,

3-6 5 h w t the nrtdlonrl stress magnitudes rt the four sections.

(1)

Unrt lords a n them rpplled to t h e p i a slice rode1 I n separate lord steps a t each elevation shorn In Flqure 3-8.

The resultlnq strtrses at the four sections o f Intenst are then a v e ~ a g r d for erch of,the applted u n i t lords.

By solvlng four equrtlonr with Cwr unknowns, the c o r r e c t lords tn determined to u t c h the stresses shown l n Table 3-6 a t t h e faur sectlcnd!)

The crlculrtlon for the correct lords are 5 h m i n fabler 3-? and 3-8 for t k rccldtnt and post-tccldrnt condlttons.

r t s m t i v e l y.

I I

In I

tn 3. 3 S t r r r t Results for Vrtiwr lord Cases and C o d l n r t l o m.

Only t h e two orthogonal stmsr cOqOnents wrtdlonal and circmfertnttal - are slgntffcmt a t the u r l u r stress locations In the dr-11 sM11.

A r r r l n o f the c m n r n t rtresses lodfcattd that the c d l c u l a t d shew stmss ugnitudrs am Insignlficant compared to t h e values for the total wridlonrl and clrcufrrentIa1 stresses.

Therefon. the orthogonr? stress ugnftudrs rnd the p r l n c l p r ) stress Note: 1. See GPUN Calculation C-1302-243-E540-083 for a discussion on the adjustment to the Post-Accident Stress that would require an adjustment to the pie shaped ANSYS model Loads. This adjustment does not have a significant effect on the Code evaluation for the without sand case.

3-4

? d E X R

4 0 6 6 h 8. 1 - 3. REV. 0 magnitudes were essentially the saw.

equivalent to the Stress intensity at the 1ocatloiiS evrludted.

Also, the maximum stre$$ W

~

S

/

7ht stresses for the seismic inertia, seismic displacement and temperature load cases (see Table 3.1) were calculated using the axlrymetrlc model. The details o f the temperature stress analysts 1 s descrlbod In the next Subsectlon and the procedures used in the calculation o f the selrdc rZresser are coveted In Sectfon 4.

The for temptfrturc case are tabulrttd I n Appendlx A.

I calculated values o f tht crane and racnrbrane plus bending stresses The sefsrlc stresses wre fncorporated In the p j c rltce model to Oeteralnc the overall stress resultants f o r the accldent and port-rccldtnt lcid codfnrtions. The tmqcrature s t r e s s e s detemtncd froa the a n l r m t r i c model were separately added to the accident condltfon stresses obtained froa the pie rlfce model. The m u l t l p l l e r s rpol4ed to the various unit lord cases (Table 3-1) to obtain total stresses for a particular load combinatton are shorn i n Table 3-9.

The resulttng stresses for those lord coab~nations are discussed rnd c

w a

d wlth the C d r allowablrs in Stctlon 5.

3.4 ltaprrrtum Stress Analyslr The tht-1 response In the sand bed r w i o n to a D M L O U has been analyzed by CPU in Reference 1-4.

Flgure 3-9 shows the wrldlonal nodes klou tho dquell floor, for which thr calculated temperatures 4 s 4 f w t i m of rlrgsd tlw art reported 4n Reftttnce 1.4.

An e r ~ p t &

o f th calculated t-raturrs f s r h m 4n figure 3-10.

The predorlnant stresses for each of these cases occurred near the top o f the sand bed region (neat the 0.736. to 1.154' transitlon) and nert in the clrcwfrrenttrl and meridional directions.

I t was found that the t h e m a l rtr~rrrs at 210 seconds ylrldcd the more severe stress condrtion.

Figurer 3-11 and 3-12 show the meridlonal and c trcumfcrentlal stress dlstrtbutions In th8 sand bed region.

3.5 Ref erences 3 - 1 Gabriel 3. DtSalvo, Ph.0. and John A. Swanson, Ph.D, 'AHSYS Inglnttring Analysts Systea User's Manual,.

Rrvlslon 4.,

Analysis S y r t w, lnc. Houston, PA. March 1, 1983.

Swrnrorr 3-2 CBIl Ow. 9-0971 shttt nuabet 4, Rev. 1, 'Drywell - f t e l d Ueld Jolnt' 3 - 3 CUI Drug. 9-0971 sheet number 7, Rev. 5, 'Drywell - Cylindr'crl Shell L lop Head' I

/

TABLE 3 - I Load Cases Consfdered tn the f t n l t c Element Analysis 1

Pressure 2

Cravlty-1 (Acctder.: Condttton) 3 Cravlty-2 (Refueling) 4' 5'

Flooded Selrnlc 6

7.

8.

Unfl ooded Se 1 slat c Flooacd Hydrort at IC Pres sure

$el m 1 c Rclatfve Support Dlspl acement Tempera ture Grad 1 ent Our f ng DBA toad Cases Analyzed by A x i s y r c t r l c f t n l t c Element Model I

I

/

I' I 0 66

?&EX Hi. !-3, REV. 0 TABLE 3-2 Adjusted Weight Densttler o f Shell t o Account for Compress 1 bl e Hater 1 a1 We 1 gh t She1 1 Jh t c k w s l 1 n 1.154 0.770 0.722 2.563 0.640 1.250 Adjusted Yeight Density 0

0.343 0.373 0.379 0.310 0.392 0.339 3 -0

I 0 66

? k X N!.

,d-3, REV. 0 TABLE 3-3

/

Oyster Creek Orywell Additlonal Weights - Refueling Condition OCAD VE 1 tnr 1 b O 50000 5S6000 64 100 1 osooo 11 000 I IO2000 S U O 0 95200 szooo 21650 20700 ZOlOO 2 184150 PtkLTR.

v[ ICHT

( l b f )

168100 11200 11100 51500 16 500 750 154 SO znoso 1500 I550 43350 78 50 700 s7so w SO loo0 1soQa 3uzw TOTAL LOA0

( I b f )

50000 16d100 llZW 556000 11100 115600 2osooo 16500 7 50 15150 28OSO 1500 1 SSO 84350 1 I 02000 78SO 801 00 115900 t2000 9 5 0 u s 0 21650 IODO 15000 20700 bS6000 20100 3434350 5 FOOT LOAD PER RAkM 36 OEG.

tOAD

( I b f J

.-----.I I

229100 22930 556000 55600 331700 33110 62250 6225 dS900 8590 ll02000 110200 7650 785 196300 19630 72000 7200 3730 515 U 50 MI 21650 2165 iaooo 1600 nu00

?ita0 3434350 141435 6

0 a

8 I

8 8

8 4

I 4

4 a

a NODES OF A P P L I C A ~ I O M

.----I-*-..

116-119 161-110 179-187 188-196 19 7-205 4lb-426 436-444 454-462 472-4bO SO8-fI6 m

5

~

551-511 S? 1-57s 5a9-591 18?2 6950 4146 176 1014 13115 911 2154 9 00 I2 111 211 2 00 9235

I d 0 66

!&EX N8. 8 - 3, REV. 0 I

TABLE 3-4 Oyster Creek Drywell Additlonal Welghts Accident and Post-Accident Condltion 15.56 16 20 15-20 I'

2 2 t 21-251 26 30 30.25

'* i6-,30 31 32 31 34 35 11.35 38 40 36-40 5 0 )45-504 S4

• 51-5s 56 60

" 5 6 4 0 65

• ' 61-65 70

• ' 66-?0 11 11-13

82. I?

• • 81-83 I?

90

• 86-90 93.15 9 s. 7 5

-* 91-06

?01AL1' 50000 556000 64 100 10s000 4 1000 110z000 56400 95100 51000 21650 20700 ZOlOO 2184150 168100 11200 11100 51500 16500 7 30 154SO 280'.0 1503 1550 43150 76SO I35

3) so 88 59 1000 I5W 50000 168100 11200 556000 11100 1 15600 105000 l6SdO

?SO 15450 28050 1500 I550 84 3 50 1102000 18SO 564 00 9s900 52000 3730 (d 50 2 t w 1000 I so00 20700 20100 229300 556000 231IDO 62250 85900 1102000 76SO 1S2300 32000 3730 4050 21150 Iaooo re400 I

22930 55800 23170 b22S 8 590 llO2OO

? I S l M 9 szoo 31s 883 2 1 0 1800 8080 3-10 6

I I

8 8

0 4

I I

8 4

1 4

8 116-119 161-169 179-161 188-196 197-205 418-426 4 3 6 - 4 4 1 454-462 4 72-480 500-518 528 - 53 b 553-56 1 571-37¶

%9-59?

3822 6950 2896 178 1014 1)7?5 98 1904 650 I?

111 2ll 2 00 5 10

TABLE 3-5 Hydrostatlc Pressures for Post-Accident Condition

/

WATER OENS ITY:

62.32 Ib/ft3 0.03606 lb/In3 FLOODED EL'EY:

74.5 ft a94 inches I'

ANGLE El EHf NTS ABOYE ABOVE EQUATOR ELEVATION DEPTH PRESSURE HOOES (degrees)

(Inch)

(inch)

[PSl)

ELEMENTS 40

-51.97 53

-50.62 66

- 4 9. 2 7 116.2 122.4 128.8 79

- 4 7.so 137 - 3 i!

92 102 108 112 116 120 124 130 138 148 161 170 179 188 197 I00 ID9

-;si20

-41.89

- 3 1.a7

- 4 6. 3 5

-39.43

-36.93

-34.40

-29.33

-26.80

-24.27

-20.13

-14.38

-8.63

-2.88 2.88 8.63 14.38 143.9 153.4 166.6 180.2 194.6 209.7 225.2 241.3 257.6 274.4 302.5 342.7 384.0 425.9 468.1

.510.0 551.3 777.0

' 28,l 771.6 27.8 765.2 27.6 5 6, 7

' 27.3 i50. I

27. I 740.6 26.7 727.4 26.2 713.8 25.1 699.4 25.2 604.3 24.7 668.8 24.1 652.7 23.5 636.4 23.0 619,6 22,3 591,s 21.3 351,3 19.9 510.0 18.4 468.1 16.9 425.9 15.4 384.O 13.8 342.7 I 12.4 8.4 io.iS 59i.s 302.5 10.9 427 627.0 266.2 9.6 136 30.50 660 I 2 233.0 445 35.50 690.9 203.1 I.3 454 40.50 719.8 174.2 4 63 45.50 746.6 147.4 472 50 I50 711

• 1 122.9

'la 25.50 6.3 5.3 4.4 13.5 3.7 49-51 52-54, 142-147, 148-152-156-160-166-174 438-445 4 3 6 - 453 454-461 462.469 470- 477 470-485 54.06 790.5 1(

805.6 88.1 3.2 s I a -52 5 83s. 7 43 1 490 499 508 820.7 73.3 2.6 2. 1 1.6 486-493 494 -501 502 - 509 510-517 517 58.3 850.8 43.2 526-533 534 - 5 4 1 542 - 549 526 885.3 8.7 0.3 550-557 187.3 706.7 25.5 340-399 (Ventl Inel 59 I

F LOOOP. UK 1 I

3-11

I TABLE 3-6 Meridional Seismic Stresses at Four Sections 2-0 I

She1 1 '

)le ri d 1 ona 1 Stresses I

Elevation Model Accident Post-Accident Section

.llxhslw - 0,

A ) MIddle of Sandbed 119 32 1258 1288 302 295 585 I

(

B) 17.25' Belon Equator 323 4

I C ) 5. 7 5 ' Above Equator 489 46 1 214 616 D) Above Knuckle 1037 1037 216 808 I

Note: GPUN Calculation C-l302-243-E540-083, Rev. 0, Drywell Seismic Stress Adjustment has increased the stress levels for the Post-Accident Condition at the location of 5.75" above the Equator and above the Drywell Knuckle. The increases are from 808 psi to 1300.0 psi above the knuckle and from 616 psi to 1000 psi at 5.75" above the Equator. These increases are small and there is no structural significance of this increase on the structural integrity of the drywell.

4 n 3-12

?&EX I N8.

0 66 4-3, REV. 0 I

TABlE 3-7 A p p l i c a t i o n o f Loads to Hatch Seismic Stresses - Accldent Condltjon 4

JCCT101:

2-0 rOM:

m v :

C w a E s s l v t snrssts ram 2-0 UULTSIS 0.051" S t l W l C OfREC11011:

W I Z. tiu3 vwiw sciyric r c i i i r i :

L-lOTU Stl5plt CWRtSflVL fTRESfL5:

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I 2-0 S E I W I C S l U t i S f S A T ftC7lOR ( ~ 1 1 1 I

2 3

12 302 (61 ICJJ 113.3" 322.5' 4b9.1'6 912 3-.

? M. 6 ?

151.51 103.41 85 11 469,55 139.84 110.11 1)O 2 1 1 1 9. 2 2 294.91 213.b9 f15 52 I

3-0 S I l t f f t S 1 7 SCCT104 I p s, )

3-0 IhPUf 1 t c11 on :

1 1

3 4

111.3-J2Z.S" 441.1.

912.3-83.43 l l. 0 4 34 94 1s 23 09 84 19 Bt J 6. M 0 00 9 t. 6 4 CJ.)?

0 00 0 co 8Y.03 0.00 0 00 0 30 lZW.22 294.91 21j.51 215 $2 3-0 1 r P UT tMD StCTtOll LW 70 W MRILO TO MTW 2-D S W S W A

3902.2 6

1101.6 c

1453.a D

6111.6 SW:

R L S U T I ~ S T l I 5 f C f AT 5CCtlDI [pat1 333.37 lbJ.05 138.34 21s 52 1U.V 13.83 1 7. 2 5 0.04 141.93 63.04 0.00 0.00 94.05 0.00 0.00 0.00 1254.22 291.91 213.59 21s 52 3-13

i

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TABlE 3-8 ication o f loads t o Hatch Se smic Stresses Post-Accident Condi t an I

2-0 s t i s m s t w s t s IT stc113~ I:s~)

1 1

?

?

SfCtIOl:

2-0 WOE:

32 302 461 lCIt CDu(Cl%lVC STltlStL film 2-0 A M L T S I S tLCV:

IlS.1-322.5' 489.1-912 I-0 OM' StI5Mt #fLICTIDI:

tb1.67 1SS.U 101 46 85 11

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h v I, V t R T l C & l S C I S I I C 1 f i t t T I ~ : l 499.l) 429.39 112 t6 I ? ) 1 4

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3-0 WOES:

53-65 110-111 460-408 I Z I - 5 1 4 3-0 1 *UT LW

$tCl'% tW TO Y -It0 TO U T C M 2-0 STRCSSES A

14U1.1 a

21W.2 t

-1B41.7 0

-J11.1 3-14 1lB.J'

$5.45 H.84 B?.U 19.15 1 2 U. 4 b 122.5-

1) 94 J I.

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-2l.M a DQ 0.00 0 00 l Z U. 4 b W. 9 3 816 22 B o ( 4 5 ZU.LI 1u.n I W. ~ o :a

I 3-15 TABLE 3-9 Deicrlptlon o f Lord Comblnations in Terms o f Unlt lord Care Sum I

Lord Comb.

I I

I Normal Operating 111

- (Case l)xO.O3226 t Case 12 2

~ o n d i t ion(3)

Case 4 i Case 7 I

Refuel ing Condition IV

- (Case l)x0.03226 + Case 3 {

6 1

I Case 4 f Case 7 Accident Conditton - 1 V - 1 t Case 1 t Case 2 f Case 4 1 Case 7 + Case 8 Accident Condttion - 2 v-2

+ (Case 1)x0.56S + Case 2 t Caze 4 i Case 7 + Case 8 Post-Accident Condition V I t Case 2 t Case 5 + Case 6 2 Case 7 Notes: (1) For load-codination definltlon see Reference 2-3.

( 2 ) for unit lord case dercriptton see Table 3-1,

( 3 ) nOrul @@ration also includes l i v e lord due to personnel lock.

(4) Lord Codination Crrr Nwbrrr a n based on Table 2-44

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DYSTER CREEK GOYUTLL - rf WDfL figure 3-3 Knuckle Regtan of Orpel1 Finltt Element M e 1 mx-1278 mun-1 RUTD SCRLIHG XJ. 1 rr -82s DIST-49.4 M -zz7

A rigurr 3 - 4 Cylindttcrl Region o f -Drywe11 finftc Element Hodel W-1052

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Figure 3-10 Exaqlr of Calculatd Teqwature Dlrttibution a t Various E j a R S d Tr-S 3-2s

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4.

SEISHIC LOAD DfliJNITION Thfs section brlefly descrtbes the general methodology followed i n the s'elsmic evaluation of the drywell, A detailed report on the seismic analysis methodology and the results Is Included in Reference 4-1.

4.1 F i n i t e Element Model I

I The a x i s y m e t r l c f l n i t e element model was used I n the seismic analysts.

A l l of the concentrated loads l i s t e d i n Tables'~2-5a and 2-Sb were Included in both t h e flooded and unflooded seismic analyses.

Since the lower and upper beams, connect t o the drywell through pads, the beam,we'lghts do not. a c t during the hor!zontal eaqthquake I

excitation.

Therefore, t h e beam weights a r e a c t i v e only in the v e r t i c a l direction.

In addition, the lfve' loads l f s t e d i n Tab:.:

2-Sc were included in the unfloaded seismic analysis.

The drywell i s constralned a t the "reactor bullding/drynell/star truss" Interface a t elevatlon 82'-6" and a t its base.

The upper constratnt was implemented in the f i n t t e element analysis by r e s t r a i n i n g the mlddle node In the horfzontal d i r e c t i o n a t t h i s elevation.

The base constraint i s as before, i, e,, a l l nodes fixed.

4.2 Dynamlc Analysls Hethodology and Response Spectra The selsmlc Input motlon spectra were provlded by GPUN In Reference 1-4!')Ths seismic motion spectra were for two locattons: a t the mat foundation and a t the upper constratnt.

Since the ANSYS program can only accept one input

spectrum, the input spectra a t the two elevatfons were enveloped.

The response spectrum dynamic analyses were f j r s t conducted for frequenctes up t o the ZPA frequencles o f the i n p u t motiI..i spectra, The response contrtbuttons due to the truncated higher frequency modes Note: 1. See reference 1-6 far a discussion of the changes in Seismic Response and its effect on the Meridional Stresses in the Drywell shell for the Post-Accident Load Case.

1. 0 66

?86EX N8. 8 - 3, R E V. 0,

were calculated by static analyses in which the total model mass i s subjected to support accelerattons.

These were taken as ZPA accelerations for each of the orthogonal spatial directions.

All colinear modal response contributlons uere combined by the Oouble, Sum Method and the spatial contributlons by the SRSS method.

The response contributions due to the truncated htgher frequency, modes were included in the analysis by the SRSS method.! The resulting total '

colinear inertla responses were combined with the correspdnding '

responses due to relative support motion by the absolute sum method.

Thes? sttesses were then combined with the stresses from other loads (e.g., pressure, thermal, etc.) fm h e Code evaluation.

I 4.3 Post-Accident Selsmic Analysfs I n the post-accfdent condition, the drywell is flooded to elevatfon 7 4 ' - 6 ".

The wefght of the water was lumped at several elevations along the meridfan of the drywell.

Based on prevlous experience, the fluid-structure interaction effects were assumed as negl fgible and the hydrodynamic mass o f water was assumed as 8oX o f the total mass o f water which would flll an empty drywell.

Thts exclusion of 20% mass I

reasonably accounts for the volume o f RPV, shield wall and pedestal.

I I

combined with the response totals due to the lower frequency modes I'

1 I

4.4 Analysfs for Relative Support Displacement Effects The drywell i s flxed at its bare and i s lrtorally constrained by the reaclur bulldlng r t rlevatlon 82'-6".

During saismlc excltatlon, the reactor bulldlng would rxpetlrnce r e l a t i v e displacement between the drywell constraint elevation and the basemrt, SInce the reactor bulldtng i s much stiffer and much more massive than the drywell, i t w i l l take the drywall for a

'rlde' durlng relative support displacement.

Therefore, the stresses in the drywell due to relative support displacement uere determined and added to those from the seismic inertia loads.

The horizontal relattve dlsplrcement o f the drywell upper s:pport with respect t o the drywell at the basemat war rpeclfied as 0.058 fnch f o r PxDBE condition [1-41(.

The stresses from thls relatlve dlsplacement

• were obtained by applying a horizontal displacement o f 0.058 inch at the upper support elevation.

4)

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I 4 - 1 "Selrmlc Analysts Details," Appendix ( B o f letter dated December 21, 1990 from H.S. Mehtr o f GE to S.C. Tumlnelli of W I N.

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Note: 1. See Reference 1-6 for a discussion of the effect of changes in Seismic Response on Dwell displacements and their effect on the Meridional Drywell shell Stresses for the Pdst-Accident Load Condition.

I

" e..

1

(.

5.

CODE STRESS EYALUATION Sectlons 3 and I describe the analyses for shell stresses for the various unit load cases and the llmltlng load combinations V and V I.

The stress analysls for the 'with sand case' In Refefence l-2a has shown that the accident condltlon, load combfnation V-I, and the post-accident condttlon, load comblnation VI,'

represent the l,imi ting load combinatlons for the Code stress evaluation.

Thls wa's a l s o determined to be the case for the 'without sanb' conftguration considered In this report.

The1 removal of sand from the sandbed regfon affects ;he stresses only i n the sandbed and the adjacent 'lower spherical reglon.

Therefore, the Code stress evaluation o f these regions is described separately from the other regions of the drywell.

5.1 Code Stress Evrluatlon o f Regfons Above the Loner Sphere Figure 5-1 shows a

plot o f the acctdent condttlon membrane circumferential stresses for the 'wlth' and 'without' sand cases as o function of meridtonal dtstance.

Stresses In both the sandbed and the other drywell regions are included In Figure 5-1.

It i s seen that In the other regions the stress magnttudes for the two cases are essentially identical.

From the preceding It 3s clear that the stresses i n the other regions

($.e..

other than the sandbed and the adjacent lower spherical reglon) are unaffected by removing the sand.

Nevertheless. for completeness, the calculated sLress mognttudes for these regions from Reference 1-21 are repeated in Tables 5 - l a and 5-lb.

The stress magnitudes shown fn Tables 5 - l a and 5-lb are computed using elastic small displacement analysis.

As discussed in Subsectton 5.2, the stresses in the sandbed and loner sphere reglons were also evaluated using elastic large displacement analysis. A comparison o f the component stresses ftm the small and large displacement solutions for the drywell regions above the lower sphere showed insignificant d i fferenccs.

I s-1

I 0 66

?&EX N8. d - 3, REV. 0 I

!n order to evaluate the fmpact on the penetration analyses, a

wmprrlson of the radial and metldionrl displacements a t the equator p l a n e of the sphere (elevation 37'-3.)

for the w i t h and without sand cases was performed.

The comparlron showed t h a t t h e, radial d i s p l a c e w n t s in the two cases were. essentially identical b u t the meridional or vertlcal dlsplacementr differed by = 0.042 inch f o r load combination Y-1.

This difference was judged to be small compared t o the calculated v e r t i c a l thema\\ d l t p l r c e w n t of I 0.5 inch for the accident -0ndltton load combination V-2.

1,

5. 2 E l a s t i c Stress Analysls of Sandbed and Lower Sphere 5.2. I The maxiu~um stresses are along the mertdional boundary of the model (i.e.. the plane o f symnetry between the vents), so the s t r e s s e s along this boundary will be considered first. Figure 5-2 shows the plot of meridtonal membrane stress aagni tudes for the accfdent condi t tan V - 1 as a functlon o f w r t d i o n r l distance froa the bottom o f the sandbed.

A compartson of the membrane stress magnitudes in Figures 5-1 'without sand' case and Figure 5-2 shows that t h t clrcumferentiil s t r e s s I s higher than the w t i d i o n r l stress in both the sandbed regton and the lower spherlcrl rtgfon.

Th!s i s expected sinco the absmce of ;and springs allows mort radial displacement of the drywall shell under dead weight and Internal pressure.

Flgure '5-3 shows a p l o t o f the membrane c i r c m f c r c n t l a l stress d l r t r l b u t i o n.

The maximum v a l u e of the c i r c u f r r r n t i r l &rani s t r e s s Is 23.0 ksl.

Further, t h i s s t r e s s exceeds 1.1 S (21.2 ksl) for a meridional distance o f.I 26 rncher (see Ftgurr 5-1).

The Code (NE-3213.10) s t a t e s t h r t cases arfte i n whtch a membrane stress produced by pressuro or other wchanfcrl lordlng and arroclrted w i t h a primary or dlrcontlnutty e f f e c t producii t x c t s s i v e d l s t o r t l o n tn the t r a n s f e r o f load to other portfonr of the structure.

Such a meatwane stress t t c o n s e n a t l v e l y classlffed by the Code as local primary n e d r r n e stress.

The Code ltmits the aagnttude of t h i s s t r e s s t o 1. 5 5, (29.0 kit).

A stressed region u y be considered local i f I

I I

I t

s&ii Displacement Solutfon Results I

I 5-2 I

I

the dlstanco over which the membrane stress Intensity cycerds 1.1 5, does not extend In the neridionrl dlrectlon more than l.Oj(Rt).

With R-420 in. and t-0.736 inch In tho srndbed regfon, I.Oj(Rt) i s equal to 17.6 inches.

Thus, the maxlmun vrluo o f tho cfrcumferentlal membrane stress (23.0 ksl) meets the Code stress limit (29.0 ksl) but Its I meridional extent over 1.1 S,

I s greater than I.O/(Rt),.

I The meridtonal extent o f 26 In. occurs only # a t the plane o f symnetry between the vtnt lines.

The extent Is less at other mkrldionrl planes.

figure 5-4 shows the raerld4onal extent of circumferential membrane stress above 1.1 5, ft four mcrtdtonrl planes.

Using a weighted perage over the circumference of the model, the mertdtonal extent was calculated as I4 inches.

Thls average value Is less than l.Oj(Rt) and, thus, meets the metidfonrl extent criterion given i n I

ML -3213. IO.

The objective of the Code In limlting the wrldtonal extent and olagnftude o f the local primary merpbrane stress I s to preclude excesslve distortion i n the transfer of load to other portions of the structure, since such distortion could inval idate the elastic analysis.

The small displacement results showed t h a t the maximum radial d l s p l a c w n t in the sandbed rtqlon was 0.28 Inch for the accident condition V-1.

Thls i s less than half the -deled thlckncss of the dryvtll In that region and, therefore, I s judged n.*t to be excessive.

Thc :=a1 1 displaceaent analysts conducted pravlously i s conservat t v c because the sttfftning effect o f the tensile in-plane stresses 1s not constdettd.

This effect uould tend to reduce the local radial deflectlon (thus. also tho local circmferrntfal stress) of the drywell shell In the sandbed regton.

For example, conrtder the case o f a kr.

subjected to both transversa and tenslle rxirl loads as s h m In figure 5-S.

A s u l l d l t p l r c m n t rnrlysir of this configuration considers the bending m n t s b a r d on the transverse load only.

The btndfng stresses and deflections o f the bern art overpredfcted based on these brndtng moments.

In a real structure, tensile axial 'loads In codlnition with the deflections of the berm 5-3 I

I I

prtducrd by trrntvetre lords crrrtrs an opporfng btndfng moment.

A s a

/

result thr overi" banding moment' !s reduced, Ieadlng to 'smaller bending dcflectlora and stresses.

This stiffentng effect can be included only by conducttng a large dlsplrcement analys ts.

5.2.2 lrrgc Dlrplaceatent Solution Results Based on the prrctdlng dlscurrion, 8 largr dlsplaccment analysis was conducted using the s a

pit sllce nodel and the accident condition V - l loads.

A Irrqe d l s p l r c m n t analysis crn be conducted uslng the ANSYS code by rctlvrttng tho KAV(6) key.

Yhin this option 1s chosen.

the AkSYS program ftrrt calculrtrs displrcemcntr of the structure based on a small dlrplrcment rnr1ysis.

Tho geometry o f the structure 1 s then updattd brstd on the calculated displacements.

The lords are rgaln applied to the structure and the displacements are recalculated.

l h t g e m t r y of tho structure Is continually updated and the displacnrnts are recalculated until tho u x t w r t dtsplrcrmcnt change k t w e n ruccrssfvr Iterrtlonr Is r d u c d klor the r r l e c t ~ ~

c o a v o critwta. 4 -0 critwir of 0.01 trwh -4s t b

~

tn mi+ mlnw la

---I

$W W

w o r r t 6 ~ r W C W ~

I' for the stcffintng of.*tn&*rtructort due t6 in-plane tenrrle stresses.

figure 5-6 shows the dlstrtbutlon o f v d r r n e circumfcrentirl stress.

figure 5-7 shows a plot of membrane clrcwfrtcntlal strtss I S a function o f wrldionrl dlrtrncr when the l r q r dlrplacerrwnt option In ANSYS vas used.

For crnarison, the stress results from the small 4isp;riement solution (figuru 5-1) are also shown in figure 5-7.

It tr seen that tho u x i u value from the large displacement rolutton i s

- 2l.S t s i (colprrd t o I 23 ksl 4n the small displrctment rnalysfs).

and I t exceeds 1.1 & (21.2 krt) ovar a u r l u distance of only 11 inches at the wridlonrl plane betvcen the vcnt ltncs.

This i s clearly less than the 1.0 I1Rt) dtstancr of 17.6 fn.

figurt 5-8 shows tht clrcufcrcntial u m b r i n t stress aagnitudes at four different r r l d f o n r l planes based on large dlsplrcewnt solutfon.

Using a i tefghted average ovtr the circumference of the model, the meridional extent was calculated as 2 in.

• [*{?..

' If,

5.3 Cod0 Evaluation o f tho Sindttod and Lmr Sphoro 5.3.1 P r l u r y S t r e s s Evaluation

/

Tables 5 - 2 1 and S-2bshow t h e n a x l ~

values of primary stresses for t h t accident conditton load corbinrtlon V-1, and the Code allowable values for the tu11 and largo d l r p l a c m n t rolutlons, rerptctlvely.

In t h e primary w d t a n r stress catoqory, t h e calculated stress f n t e n s t t l e s for tho sandbed n g i o n aro basod on t h e average values.

The peak value o f t h e clt~umforrntlrl r d r r n o rtrors in tho randbed reglon was cmarod with t h o local primary uabrano rtrosr linlts.

I' A5 txptcted, a corQrtlron o f Tables 5-2!

and 5-Zb shows t h a t the calculated s t r e s s magnitudes using tho large displacement optlon a r t i n general s l i g h t l y lower than those obtrtncd uslng the small d i r p l a c l w n t optlon.

The dlffcrences In t h e stresses are l a r g e r In t h e sandbed rogion when the radial d l s p l a c m n t r are larger.

The calculated y t f u r y stress u g n t t u d o r in t h e rrndbcd regton and loner where wtt the Code stress limits.

5.3.2 Extont o f Local P t i u r y Htmbrano S t r e s s I

ParrgraDh WE-3213.10 of t h e cod0 rtrtrr t h a t 1 strrtrer regton ray be considered local if the d i s t r n c o over which t h e wmbrrne s t r e s s t n t e n s l t y e x c o d r 1.1 5, dws not extend i n the w r t d i o n r l dlrrctton more than I.OJ(Rt),

which 4s I 17.6 Inches.

Uhen the s m l l d l s p l a c r u n t solution i s used (5.2.1).

t h e membrane c l r c w f r r e n t l a l stress ugnitudr in t h e sandbd tqglon exceoddr 1.1 5, o

w a

r r l d I o n a \\ dirtanco of I 26 lnchor a t t h o plan0 of $).rwtty k t n e n the vent 1 1 ~ s. Howover, t h l r dtstanco was found t o k 14 Inches uslng a w l g h t w l avrrrgo ccmrWering o t h e r w r l d i o n r l s.

f u r t k m o r r, t h i s dlStWU0 o f 26 inches a t tho plan0 of rymwtry between the vent lines was nducod to I 11 inchos when tho large d i $ @ l a c c w n t solution was u r d In uhich t h e s t l f f n e r s r r t r l x Is updated bared on th. d r f o d shapo.

Thenfore, it 1s concluded that

t h t clrcumfarant\\rl stress In thr rrndbod region mats the merldlonal extent crltwfon of tha Code Firrptrph NE-jZl3.10.

5.3.3 Primary Plus ftcondrry Stress Evrluitlon Only 1-lord crros rorult in signlficrnt secondary sIr@sstr !n thr shell. The first i s the t q e r a t u n qtrdient (accident condltion V a

l

)

whlch produces secondary strosses I n the rrndkd and lower sphere.

banding writs in the shall a t thr bottoa o f thr randbed.

The post-accident lord codinrtlon cite V I controls. tables 5.3a and 5-3b show the calculated values o f prirrry plus secondary stresser and a

'corparlson with the rllorrble values for r u l l and large d(sp1rcencnt solutions, rrrpctlvely. All of tho calculated prlmrry plus secondary stress valuts aca within the Code rllowrblo valuer.

I The second I t the port-accldont condrdltlon which producer discontinutty

TABLE 5-la Comparison o f Calculated Stresses to Code Allowable Values

( NoaInal Oryuell Wall thicknesses Above Lower Sphere) liritlng Load Coobinatlcn - V - l Calc. Stress A1 1 owrbl e Drywell Reglon Stress 8

trtcg.

Hagnitude, Hart.

Stress

( P 5 t)

( P l l )

Cy1 tndcr (1-0.640 In.)

Knuckle (t-2.625 In.)

Upper Sphtrr (t-0.722 tn.)

Hidle S p h r n (t-0.770 In.)

Prlr. Hi 4.

Prim. Me&.

t lend 1 rig Prim. Ned.

Prim. W. +

8end 1 ng Prir. w.

Prtm. W. +

&ndtnp Prim. Ilcd.

Prlm. Re&.

kndlng 19200 20280 18430 20620 19090 I 26350 18460 231 10 19300 29000 19300 29000 19 300 29000 19300 29000

/

P&rx # 0 ~ 8.

66 8 - 3, R E V. o TABLE 5-lb Comprrlron of Calculated Sttrsrrs to Code Allowable Valuer

( 95% Projected Drywll Yall Thicknesses Above lower Sphere) llmlting Load Coablnrtlon - Y-1 I'

Crywell Reqlon Stress Calc. Stress Allowable Crteg.

Hagnitude, Max.

S t r e s s (vi)

(PSj 1 I

Cy1 t nder Prfr. H n b.

19850 2 1200 Prfr. Red. +

20970 29000 Bending

( t 4. 6 1 9 In.)

Prlr. M.

20365 21200 Upper Sphem (t-0.677 In.)

Prlr. nnb. +

28 100 29000 8endiq Middle Sphwe Prlm. W.

19 660 (t-0.723 In.)

Prim. W. +

24610 Bcndlng 21200 29000 I

Cocr9ctiron o f Calculated Ptlury Stterrrr to Coda Allowable Valuer

( h a l l Olsplrcmnt: Lonr Sphero and Srndbrd 1 t i m i t l n q Lord Codtnctlon - V - 1 Drytell Reqion flterr talc. Strrar A1 1owole Cateq.

Nrgaitude, Nrx.

Str*br

( P S f )

( P S l )

L O r t r Sohrn Qttm. nrd.

a 13800 2 1 ZOO (t=!.154 In.)

Loctl Prlm. n+.b.

17690 29000 Prf..

kd. +

17800 29000 lkndlng Srndbd Prlr. Mmb.

17130 21200 (t-0.736 In.)

tocrl Prl.. )Ird.

22973 z go00 I

,Collprrlson of Ca1cu1rtod Prlury Stresses t o Coda Allourblr V a l u r i

( large Dlrplrcmnt; Lower Sphere and Sandbrd )

l h t t l n g lord Codtnrtlon V - I c

Prla. W. t hndtng SlndW

• I..

no&.

(t-0.736 in. )

Local kl.. )5nb.

I 13940 2 I ZOO 17530 2 9000 17640 29000 16540 2 1540 23130 2 1200 29000 29000

~ __-_..-..

lA81t 1-31 Coa@artson o f Calculated Ptlury Plus Stcondrry Stresses to Coda AllwablQ Valuer

( f u l l Dirplrcmnt -towt Sphere and Srndbrd )

l m r Sphere PtM. + Sec. 29620 52 500 Prim. 4 fee.

30280 70000 (t-l.lS4 In.)

( k c. Lord cond. 1-1)

(Post-kc. toad C o d. VI)

S r n d k b Regton Prim. + s+c.

38420 52 SO0 it-0.736 in.)

( k c. lord C d. V-1)

Prglm. + kc.

67020 7 OOOO

( P o s t - k c. lord Cod. VI)

I I

I I

TABLE S-3b Lorparlion o f Calculated P r l i r r y Plus Stcondirjd Stresses

( l i r g e Dlrplrccunt.Lwr Sphere and Sindbcd )

to Code Allowrblr Values 9

I 1,

Catcg, Hrgnltudc, Max.

Stress Drywell Regtoon Strtss Calc, Strtrs A 1 lourble I

I (Psi)

{Psi 1 1

1 I

1 I

Lower Sphere Prlr. 4 See.

28860 52 500 (r-l.lS4 tn.)

(Ace. lord Cond. V-1)

Prlr. 4 SM.

30280 70000 (Post-ACC. lord Cond. V I )

S a d b e d Region Prim. + Scc.

36600 (Acc.

Lord Cond. V-1)

Prim, + Src.

67020 (ta0.736 In.)

( P o s t - k c. Lard C o d. VI')

5-12 52 500 70000 I

I I

I I

I

f L

s

4.

ro C -i CD LT N

I I

1 1

L t

I I

I I

I

/

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5-15

2(

t cl c

al E

W W

L r n O

Q L

W a -

e f

m Q,

L m

a

.C

6' 1' I

/

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Figura 5-5 Beam YIth lrrnsvrrre Plus Axlrl Loadlng I

pl C

3 E

0 1

L c,

m a

M M

0 L.

.C cn

.C CI e

.c c) v)

a C

L m

n t

c

0)

L

9)

L V

L 4

E 0

c)

Q 0

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.C n

.C U

L Y

IA 8

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5.18

c c

x -

L h

M

0)

U a

c)

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.C 9

m ur Q,

L

/

I' -

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I' I

I I 0 46

? N i x ~ 8. 1.1, RW o

6.

S W R Y AND CONCLUStONS This report fs a supp1ementary report to the Code stress report (Reference 1-2) o f record and addresser aspects of Code compltance as they relate to the tocal wall thtnnfng observed and the removal of sand from the :andbed region i n the Oyster Creek drywell.

The loads and load comblnatlons used i n the analysfs were based on the previous drywell stress analyses and the CPUN technical specification (Reference 1-4).

I n developing the allowable stress 1 fmltr guidance was taken from Subsectton NE o f Section 111, ASHE Code where the Code o f record, Section VI11 and Code Case 1272H-5, f s not explicit.

The stress analysts first considered a model In whlch everywhere as-designed thicknesses were used except In the sandbed region where the thickness was assumed as 0.736 inch.

Thls served as a basis for evaluating the stresses for the 95% confldence projected thicknesses to 14R.

The htghest stresses were determined to be from the Case V - l and VI load combinations in a11 the different reglons o f the drywell. It was shown that the prlmary and secondary stresses are wtthin the allowable 1 tmfts for both ccndlttons (rs-designed thicknesses and 95% projected 14R thlckncrses).

At the plane of $-try batween the vent llnes, the meridional extent o f the ctrcumferentfal mmbrrna stress above

],ISM, was i n excess o f l.OI[Rt).

HOYtver. usfng r weighted average consl2tring other meridional planes, this dlstancc was less than l.Oj(At).

Furthermore, a large dlsplaceaent solutton Indlcated the extent a t the syaactry plane t o be also less than l.OJ(Rt).

Thts clearly satisfied the Code criterion for the ex'lent of local primary membrane stress.

It Is concluded that the Oyster Creek drywell shall w\\ll contlnue to w e t the Coda o f record r r q d r m n t s r t least up to 14R with the Iand reeoved from the sandbed region.

Tho rnrlyslt for buckling CrDiblllty of the drywell shell without sand i s contrlned in a comprnlon CE report (Reference 1-S).

6-1

J o b Messages

' XEROX EDMSAPPZ Document Name:

CP12O-PS, Job 215

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