ML19339C923

Analysis of Duke McGuire Containment Shell to Determine Response of Critical Panel to Uniform Internal Pressure.

ML19339C923
Person / Time
Site:	McGuire, Mcguire
Issue date:	10/10/1980
From:	Orr R OFFSHORE POWER SYSTEMS (SUBS. OF WESTINGHOUSE ELECTRI
To:
Shared Package
ML19339C912	List: ML19339C911 ML19339C914 ML19339C915 ML19339C916 ML19339C919 ML19339C920 ML19339C921 ML19339C922 ML19339C923 ML19339C925 ML19339C926
References
RP35A99, NUDOCS 8102120356
Download: ML19339C923 (26)

Text

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OFFSHORE POWER SYSTEMS TITLE: ANALYSIS OF DUKE MCGUIRE CONTAINMENT SHELL

TO DETERMINE RESPONSE OF A CRITICAL PANEL TO UNIFORM INTERNAL PRESSUP2 4

l DOCUMENT NUMBER: RP35A99 DATE: October 10, 1980 i

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'% l1.51. 60 9003 CUMENT FOLLO# SHEET ABSTRACT The Duke McGuire steel containment shell may excerience uniform internal pressure loads associated with a postulated "hygrogen burn" which are sig-nificantly in excess of the maximum design pressure for the vessel (15.0 psi). The maximum pressure of 15.0 psi is consistent with an allowable mem-brane stress intensity (maximum principal stress difference based on Tresca yield criteria), in the unstiffened shell, limited to aoproximately 50 per-cent of minimum yield strength (by ASMS B & PV Code, Secticn III). Various a considerations sucn as code safety factor, actual yield strength, Von Mises

'J yield cricerion, effects of longitudinal and circumferential stiffeners, plas-ticity and effects of large displacements suggest that the shell can sustain D significantly higher cressures at its limit of functional capability. That functional limit may be based on either:

1. Gross plastic instability of the structural system

-- 2. Limited radial deflections or a 3. Limited ductility i

This recort presents results of the McGuire containment shell analysis that l was conducted to orovide estimates of tne shell's functional capab'ility.

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1.0 INTRODUCTION

5 2.0 MATERIAL CHARACTERISTICS l 7 i 3.0 FINITE ELEMENT ANALYSIS 1

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4.0 ANALYSIS RESULTS 12

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5.0 REFERENCES

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1.0 INTRODUCTION

The ourpose of this report is to present results of tne Duke McGuire containment shell analysis that was conducted to provide estimates of the shell's functional capability. The configuration of the McGuire containment shell is contained in Reference 1.

Section 2.0 contains a discussion of material characteristics. employed

in the analysis and how they compare to : nose utilized in calculations based on the ASME B & PV Code, Section II: rules. Section 3.0 contains ,

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a descriptien of the finite element model and Section 4.0 presents the analysis results.

i Microficne of the comouter calculations supporting Section 4.0 can be

" fcund in a comoanion document, Reference 2. Documentation of the com-pute* program used to conduct the analysis can be found in Reference 3.

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CO ENT FOLLG4 SHEET 2.0 MATERIAL CHAPACTERIST*CS The material characteristics acdressed in evaluating tne functicn capability of the McGuire containment shell under internal pressure leading signify a relaxation of tne conservatisms implicit in the ASME 3 & PV Code,Section III design pressure calculations. Differences arise in prescription of material yield strength at tem erature, stress or strain limits and yield criteria.

,, 2.1 Material Yield Stress

- The ASME 3 & ?V Code,Section III prescribed minimum yield strength at tem- .

LO cerature for SA 516 Grade 50 material is 32 KSI. The yield strength of tne J SA 516 Grade 50 material used in :nis analysis is 42.1 KSI based cn actual-6 test results. A Young's Mcculus , E , of 27.9 x 10 osi was used to characteri:e

.f elastic material behavior.

2.2 Stress er Strain Limits

- The ASME 3 & ?V Code,Section III stress limits are based on maintaining certain

- factors of safety against material first yield as well as material ultimate strength.

' .. ine resulting allowable membrane stress intensity for SA 516 Grade 50 material is The accreximately 50 percent of the specified material minimum yield strength.

analysis of functional ca: ability reported herein is based on an elastic-perfectly clastic material representation and alicws for material strains into the plastic range. Functional cacability may :e limited by a predicted total strain in terms of yield strain (ductility ratio).

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2.3 Yield Criteria The ASME 5 & PV Code,Section III design pressure calculations are based on ccmparing " stress intensities" (principal stress differences) to a percentage of yield strength (or a more conservative percentage of ultimate strength).

This relates to margin against yield with yielding defined by the Tresca yield criterien. The analysis of functional capability is based upon a Von Mises yield criterien (maximum distortion-strain energy). In the case of an unstiffened containment snell under uniform pressure, the maximum Von Mises

" equivalent stress" would be 15 percent lower than the corresponding maximum a A5ME " stress intensities". Therefore, with all other things being ecual, apply-

'3 ing a Von Mises yield criterion will result in a predicted shell capacility as high as 15 percent more than that predicted by apolying the. maximum snear stress (Tresca) yield criterien.

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(CUMENIFOLLO#SHEEI 3.0 FINITE ELEMENTS ANALYSIS The axisy=e:ry of the shell, One relatively uniform spacing of the circumferential

& longitudinal stiffeners and tne uniformity of the acplied pressure loading sug-gested that a valid analysis, incorporating ap;:ropriate boundary conditions, could be conducted for a critical panel (between circumferential and longitudinal stiff-eners). A constant shell thickness of 0.75 inches and circumferential stiffeners 0

n 10'-0" centers witn 61/8" X 1/2" longitudinal stiffeners (on 3 centers) were 3

addressed for this critical panel of the 690 inen radius cylindrical shell (Figure L. 1). Two axes of symmetry witnin tne panel allowed for reducing the physical bounds Q of the finite element mcdel to 1/4 of the panel (Figure 2) by imposing boundary conditions to reflect tne symmetry of the structure and loading. The finite element model is shown in Figure 3.

3.1 Scuncarv Conditions Tne conditions of symmetry are enforced by imposing the proper boundary conditions.

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The boundary conditions imcosed on the model shown in Figure 3 are:

a) Vertical displacement (UZ)=0 for nodes at elevation Z=0.0 inches.

c) Vertical displacements (UZ) of nodes at elevation Z=60.0 inches coupled.

c) Rotation about tangential axes (ROTY)=0 for nodes at elevations Z=0.0 inches and Z=60.0 incnes.

0 d) Tangential displacement (UY)=0 for nodes at 9=0U and 9=1.5 e) Rotation about vertical axis (ROTZ)=0 for nodes at G=0 0 and G=1.50 f) Rotation about radial axes (ROTX)=0 for nodes along Z=0.0 inches, Z=60.0 inches,'9=00 and 9=1.5 Reymon No. 7 to Pm 7 of M Pages COC'Sent EE3EA99 Fore tus Oh

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3.2 Anolied Loads The applied loading consisted of uniform internal pressure on the panel elements as well as a corresponding uniform vertical load applied at elevation Z=60.0 inches to address longitudinal stresses (uolift from the vessel head) on the circunferential boundaries of the model.

3.3 Analysis The analysis was conducted using the ANSYS Revision 3 (Update 67J1) computer program (Reference 3). The entire model was ccmposed of ANSYS STIF 48 - Plastic Triangular a Shell eleTents with panel and circumferential stiffener flange elements having'both a cending anc memorane stiffness capability and otner stiffener elements having mem-brane stiffness only. The static analysis addressed elastic-oerfectly plastic (no

'f strain hardening) material behavice with yielding based en a Von Mises yield criterion.

Large cisciacement theory was invoked with convergence aided by the incorporation of stress stiffening.

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,CU'4ENT FOLLO h SMEEI M C C 1:'.3I. 00 0 0-0 003 4.0 MALYSIS ?.ESULTS A linear elastic static analysis was first conducted at an internal pressure of 15 psig. As expected, tne structure remained ccmpletely elastic with a maximum Von Mises equivalent stress, anywhere in the modelled structure of 21.1 KSI (corresponding to panel plate bending at the longitudinal stiffence-circumferentia' stiffener discontinuity-location (A) of Figure 2.) Based on a yield strength of 42.1 KSI, tne analysis indicated that the structure would remain completely elastic up to an internal press're of approximately 30 psig.

The maximum "m.embrane" (midsurface) stress in the panel at 15 psig internal

-  ;;ressure was 10.7 KSI (Von Mises equivalent), as shown in Table 1. In an identical unstiffened shell tne maximuia " membrane" (midsurface) stress at 15 psig internal pressure would ce 11.95 KSI (Von Mises equivalent). The results tabulated in Tacles 1, 2 and 3 indicate that the panel shares " hoop load" with

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the circumferential stiffener by means of panel action and longitudinal stiff-ener bending.

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Larce disolacement, inelastic static analysis was concucted for internal pressures 1

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l- ranging frcm 30 psig to 50 psig, in steps of 5 psig; frcm 52 psig to 53 psig, in steos of 2 psig; and at 6g psig. The analysis for an internal pre.ssure of 30 psig was cone for a single iteration only, conducted for the purpose of " starting" the large displacement formulation. As such, computed results at 30 psig do not include large displacement effects.

The large displacement and plasticity convergence criteria employed for internal pressures up to and including 64 psig were as follows:

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O C UMENT FOLLO# SHEEI il C C :.1310000-0 C 03 a) Plasticity Ratio = .01, ratio of incremental plastic strain witnin an iteration to total elastic strain. .

b) Large Displacement Increment = .001 inches, incremental dis-placement within an iteration.

At 66 psig internal pressure, the final iteration was characterized by a plasticity ratio of .029 and a large displacement increment of .002 inches.

At 63 psig internal pressure, the final iteration was cnaracterized by a plasticity ratio of .011 and a large displacement increment of .001 inches. ,

to At 63 psig internal cressdre, tne structure becomes unstable. The final iteration t,

was cnaracteri:ed by a plasticity ratio of .030 and a large displacement increment

of .011 inches.

Examination of tne eletent strain data indicated that all panel and circumferential O stiffener elements were in the plasti; strain region confirming that the structure was no longer capable of resisting incremental hoop loads.

Figure a contains clots ?f internal pressure load vs. radial displacement at locations A, B, C, and D of Figure 2. The basic data points for the plots were pressure loads l of 32 psig :nrougn 63 psig, extrapolated back to zero displacement at zero load. The t

' clots illustrate a load-displacement curve that is linear and stable up to 60 psig and l stable uo to 65 osig. Table 4 contains a tabulation of significant stresses in the circumferential (ring) stiffener at a load of 63 psig, indicating that limited oortions of each cross-section of stiffener were still witnin elastic limits. At an internal pressure Icac of 63 psig, Figure a indicates a maximum radial displacement.cf approx .

I imately 1.56 inches, and examination of the computer outout reveals that the maximum O

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r. 0 LL O 4an::t M )) 1131 -0000-0 003 "ecuivalent" total strain, anywnere in the structure (panel), is .0104 (approximately seven times yield strain), a tending strain occurring in the local region of the stringer /

ring stiffeners discontinuity. The maximum strain in the longitudinal stiffener is .0019 (a; proximately 1.25 times yield strain) and tne maximum strain in the web of the circum-ferential stiffener is .0022 (acproximately 1.5 times yield strain). The maximem strain in the flange of tne circumferential stiffener is .0015 (approximately yield strain).

ine results reported herein suggest that basing functional capability of the McGuire c:ntainment snell, under uniform pressure loading, on gross plastic instacility of i l tne structure (i.e. unstable load-deflection curve) rencers a limit of 68 psig.

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5.0 REFERENCES

1. Duke Power Company ticGuire Nuclear Station Units 1 & 2, Drawing No.

MC 1042-1, " Reactor Building Units 1 & 2 Containment Vessel Cylinder Plate Layout and Penetration Location".

2. CPS Cocument TD35A00 " Analysis of Duke McGuire Containment Shell to Determine Response of Critical Panel to Uniform Internal Pressure Ln (RP35A99) Microfiche, Sectember, 1980.

. 3. ANSYS Engineering Analysis User's Manual Update No. 1, July, 1979.

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TABLE 1 STRESSES OUE TO 15 PSI INTERNAL PRESSURE LCAD STR:SS VCil l !1E!1MR LCCATIOff FISER 137g3jITY MISES

! (ksi) (ksi) i 3/A" PAfiEL PLATE CE.lTRAL REGION OUTER SURFACE 13.4 11.5 OF THE DANEL MID SURFACE 12.3 10.7 l

l (C) INNER SURFACE 11.3 9.7 l i l

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TABLE 2 STRESSES CUE TO 15 PSI ItiTERt1AL PRESSURE LOAD STRESS V0:

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M 2 3115,00 00-0 003 TABLE 3 I

STRESSES CUE TO 15 PSI II;TERNAL PRESSURE LOAD STRESS VDn INTENSITY MISES l LOCATIO:i FIBER MEMSER (ksi) ,(ksi) [

MID SPAN NEAR INtiER 8.1 7.6 f ' STRINGER (0) EDGE NEAR CUTER 12.6 12.2 .

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wo o - .\ x Revision No. 1 Document No. RP35A99 Page 24 of 24

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Professional Qualifications of Richard S. Orr Chief Engineer of Structural Engineering Offshore Power Systems February 9, 1981 My name is Richard S. Orr and my business address is 3000 Arlington Excressway, Jacksonville, Florida 32211. I am currently Chief Engineer of Structural Engineering for Offshore Power Systems. In t'ais. position I have tne functional responsibility for the design of all structures assembled on the Floating Nuclear Plant. I have been assigned to this position since August of 1972. Prior to tnat, I performed the same function as Manager of Strucutral Engineering for Westinghouse Special Project Division.

Frem March,1967 to September,1971, I. worked for Westinghouse Nuclear Energy Systems in the areas of structural review, plant arrangement, and development of new concepts. From October, 1962 to March, 1967 I worked for Rendel, Palmer & Tritton in London, England, where I spent two years in the analysis of prestressed concrete pressure vessels and two years on site" during the construction of a power plant.

I earned a Master of Arts (first class) degree in Mechanical Sciences at Cambric 7e, England in 1962. I am a Professional Engineer registered in the states of Florida and New Jersey. I am Chainran of ACI Comittee 349 which prepares code recuirements for concrete nuclear safety related structures. I have been a member of code committees of the American Society of Mechanical Engineers preparing requirements for both steel and concrete containment vessels.

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