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Cleveland Electric Illuminating Co,Perry Nuclear Power Plant Units 1 & 2,Ultimate Structural Capacity of Mark III Containments,Final Rept
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Issue date:	02/11/1985
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Cleveland Electric Illuminating Company Perry Nuclear Power Plant-Units 1 & 2 Ultimate Structural Capacity of Mark III Containments FINAL REPORT o

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.g Perry Nuclear Power Plant Units 1 & 2 Ultimate Structural capacity of Mark III Containments Table of Contents Section Title Pate l.0 INTRODUCTION 1

2.0 CONCLUSION

S 2

3.0 MATERIAL STRENGTH 3

4.0 CONTAINMENT VESSEL STATIC CAPACITY 4

4.1 CYLINDER 4

4.2 DOME 4

4 -

4.3

SUMMARY

OF CENERAL SHELL PRESSURE CAPACITIES 6

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4.4 DISCONTINUITY RECIONS 7

'4.4.1 AxisVWBetric Discontinuities 7

-4.4.2 Penetration' Regions

-7.

5.0-CONTAINMENT VESSEL DYNAMIC PRESSURE CAPACITY 10-6.0 ADDITIONAL ANALYSES-13 i

6.1 CONTAINMENT VESSEL CYLINDER AND DOME 13 6.2 UPPER PERSONNEL AIR LOCK AND EQUIPMENT HATCH 14:

6.3 PENETRATIONS 15 6.3.1 Upper Containment Penetrations 16 i

6.3.2 Lower Containment Penetrations 17 6.3.3.

Penetration Bellows 17 6.3.4 Penetration Anchor Plates 19 6.3.5 Level C Stress Limit Sunnary 20 l

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s-Table of Contents (Cont'd)

Section Title Page 6.4 CONTAINMENT ULTIMATE CAPACITY FOR PENETRATION REGIONS CONSIDERING LEVEL D STRESS LIMITS 21 REFERENCES 24 TABLES FICURES O

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Perry Nuclear Power Plant Units 1 & 2 Ultimate Structural Capacity of Mark III Containments

1.0 INTRODUCTION

The ultimate internal presure capacity of the Perry Nuclear Power Plant Units 1 and 2 Mark III Containments has been evaluated using the reruits of published buckling and yield analyses of 2:1 ellipsoidal shells, existing stress analyses of the containment vessel, and supplemental linear and

'non-linear analyses as required to establish the ultimate capacity. The containment vessel design is described in the FSAR, Section 3.8.2.

The actual material strengths of the-ASME-SA-516, Crade 70 steel have been used to

. determine the' mean, lower bound, and upper bound values of the material yield strength:and ultimate strength._, Local regions of the containment vessel, Dequipment hatch and personnel air locks, and the main steam penetrations have been evaluated for static _ loads. The ability of'the containment vessels to

' resist a suddenly applied dynamic pressure has also been evaluated.'

.In-response to~a USNRC Structural Engineering Branch question,' the containment

~essel,' including penetrations, has'also been evaluated according to the v

requirements of the ASME-Boiler and Pressure Vessel Code,

(ASME Code) Division 1, Subarticle NE-3220, Service Level C Limits. The load combination'of dead-load:and internal. pressure of 45.0 psig is use'.with these d

ASME code' requirements.-

d The Service Level D Limits of Subsection NE were also used to calculate a more realistic ultimate capacity, i.e.,.the maximum: pressure inside containment,.

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which'docsinet cr' ate stresses above the level D limits.. These additional-c Lanalyses are' presented in Section.6.0 of this report'.

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2.0 CONCLUSION

S The' capacity of the general shell to resist statically applied pressure is determined to be 78.0 psig based upon-the lower bound vessel strength and

'94.0-psig based upon the mean value vessel strength. The initial approach for

'the evaluation of penetrations was to use a stress concentration approach as

. presented in Section 4.4.2.

As discussed in the Introduction, these calculations have been supplemented using a criteria of 45.0 psig pressure and dead load at ASME Service Level C limits, as well as the calculations of maximum pressure permissible at Service Level D limits. Results are presented, in Section 6.0 for the upper personnel air lock, equipment hatch, and typical penetrations, as well as the general shell.

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gj The dynamic. pressure capacity of the general shell has been determined to be t'

.80.0 psig based upon:the lower bound vessel strength and 90.0 psig based upon

- - - ' the mean value vessel ~ strength..., ---

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-3.0 MATERIAL STRENCTH The containment vessel material strength is evaluated by calculating the mean value and the standard deviation of the yield strength and tensile (ultimate) strength for the ASME-SA-516, Grade 70 steel used fo'r the cylinder and dome The upper and lower bound values of the yield and ultimate strengths areas.

are defined as the mean value plus or minus three standard deviations',

respectively. The cylinder yield and ultimate strengths are based upon the material certifications for both Unit 1 and Unit 2 containment vessels. The dome yield and ultimate strengths are based upon the material certifications for Unit 1 only, because at the time of this work, test results for the Unit 2 dome plates were not available.

The welding electrodes which have been used for the containment vessel are either ASME-SFA-5.1, E7016 or E7018 covered carbon steel electrodes, SFA-5.17

-ce-SFA-5.23-submerged -arc-electrodes,-SFA-5,18 -tungsten inert gas -rods, or

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1 5FA-5.18 or SFA-5.20 gas metal arc electrede wire for carbon steel welding.

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All of the above velding materials have a minimum specified yield strength of 60.0 KSI, a minimum specified tensile strength of 72.0 KSI, and a minimum specified elongation in 2 inches of 22% (Reference 1).

A sunnary of the vessel plate material properties and the weld material properties is_provided in Table 1.

The lower bound vessel plate material strengths are-the controlling properties since the_ weld strengths are greater.

The mean value vessel plate material strengths are used as the controlling properties even though the plate ultimate strength is greater than the minimum

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specified ultimate strength for the weld. This is acceptable because the weld-properties are expected to have a variation similar.to that obtained for the plate material; consequently, the actual mean tensile strength of.the veld

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material would be expected to meet or exceed the 77.2 KSI value for the plates.

All-of the following results are based upon the lower bound and mean strength values because the upper bound values given in Table 1 are of no practical'use since by definition 99% of the vessel plates would have strengths less than these values.

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4.0 CONTAINNENT VESSEL STATIC CAPACITY J

-4.1 CYLINDER The-containment vessel yield pressures are calculated based upon a detailed F

model of.the vessel for the KSHEL computer program. The model is shown in Figure 1.

A unit pressure load case is used to obtain stresses which are

~ factoret-in order to obtain the yield pressure at a point on the containment 4

vessel.

The initial membrane yield pressure for the cylinder portion of the containment vessel away from discontinuities appears in Table 2.

This is the-pressure required to produce first membrane yield in the vessel, which for the cylinder occurs simultaneously over a large portion of the cylinder height.

The pressure is calculated by use of the maximum shear stress criterion

-- -(Tresca) and-the-distortion--energy-criterion -(von-Mises). -For comparison,-the - ;-----

yieldEpressures are also shown corresponding to uniarial yield of the containment vessel in either the circumferential or meridional direction.

The ultimate pressure capacity of the cylinder portion of the containment vessel is shown in Table 3.

The ultimate pressure is calculated by considering the circumferential membrane stress reaching the ultimate tensile stress values shown in Table 1.

' 4.2 DOME JThe initial membrane yield pressures are.smanarized in Table 2 for the dome apex, knuckle, and the spring line..In contrast to the general cylinder region where initial membrane yielding occurs over a large area, first

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yielding in the dome occurs at a point in the knuckle region 150 above the

. spring line.. The meridional stress at this location is tension while-the circumferential stress is compression. The ratio'of the circumferential

' stress to the meridional stress is -1.88.

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a-Table 3 provides a sumnary of the ultimate pressures for the containment vessel calculated with the tensile strengths of the steel plate. Large deflections of some areas of the containment vessel will occur before these pressures are attained and the deflections will be physically limited by other structures or components.

As shown in Table 2, the knuckle region of the dome is the first area to reach a state of membrane yielding. This fact indicates that the dome is the first area to undergo large deformations; therefore, it should be evaluated for plastic collapse (Reference 2) as a basis for its ultimate pressure.

'Two methods are used to define plastic collapse. The first method considers 4

plastic collapse to occur at a pressure which causes the crown deflection to equal twice the yield deflection. The second method considers plastic

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-collapse'to occur at'a pressure where the slope-of a line from the origin to a

--point-with-the-goordinates -of ithe-yield pressure and -twice-the. crown yield deflection intercept the load deflection curve. Both methods are shown on Figure 2.

Reference 2 states that the second method always gives plastic

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-collapse pressures _which are greater than the pressures from the first method.

The above methods can be applied to the knuckle deflections but the results g

are not significantly different. The crown deflection method is selected to i

determine the containment vessel dome plastic collapse pressure.

~The plastic collapse pressures for no strain hardening and 5% strain hardening

are presented in Table 4.

The percentage of strain hardening-is defined as the ratio of the~ slope of the stress-strain cur'e in the plastic region to'the v

slope in the elastic-region.

Due to the fact that the knuckle region of the dome is in a state of meridional' tension'and circumferential compression, buckling must be Elastic and elastic plastic buci:ing are considered using

. investigated.

Reference 3.

The elastic buckling pressure is 476 psig. The elastic plastic.

' buckling pressures _ are evaluated for zero strain hardening and for 5% strain

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. hardening. The elastic plastic ^ buckling pressures are summarized in Table 4.

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E As seen from Table 4, the elastic plastic buckling pressures are the controlling pressures since the plastic collapse pressures are greater.

'However, since Reference 3 does not provide an indication of the ellipsoidal shell strains at the buckling pressure, it is not possible tc determine precisely if the elastic plastic buckling pressure with no strain hardening or the elastic plastic buckling pressure with 5% strain hardening will be the controlling' pressure. Therefore, the lower bound elastic plastic buckling pressure with no strain hardening is considered to be the ultimate pressure capacity of the dome since, according to Reference 3, the shell may fracture where the waves appear.

' 4.3

SUMMARY

OF CENERAL SHELL PRESSURE CAPACITIES The dome kn'uckle is the area which controls the capacity of the containment vessel. As seen from the pressure summary below, the knuckle region is the

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.__:_.Fiese.. area to-reach, yield when-using the-von Mises; yield criterion,..at_.a... - -

pressureof68.bpsig. At this level, the dome apex and cylinder are only at

-77% and 71% of their respective yield pressures.

Initial Plastic Membrane Buckling.

Collapse

_ Ultimate Yield Pressure Pressure Pressure Pressure (PSIC)

(PSIC)

(PSIC)~

'(PSIC)

. Cylinder

-96.2 N/A N/A 145.7 (LB) 119.5 N/A N/A 155.9 (Mean)

Dome' Apex 88.4 N/A N/A 148.4 (LB) 107.0 N/A N/A 161.1 (Mean)

Dome Knuckle 68.0 78.0 93.5 114.2 (LB) 82.~4 94.0 116.7 124.1 (Mean)

Since the yielding in the knuckle occurs only at one point along the meridian, the pressure-can be increased above 68.0 psig to 78.0 psig,'the level at which hoop buckling occurs-tn the knuckle. 'At this pressure, waves form Lperiodically around the circumference of the dome. If the' strains in this region remain ~small~so that local tearing or fracture does not occur at the L

. buckling pressure, the co tainment vessel pres,sure can be increased to the 6

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E plastic collapse pressure. At this pressure yield circles appear and large deformations ensue in the area around the dome knuckle.

r-The done knuckle area also is the first area, disregarding large defonnation and instability, to reach the ultimate stress. However, the containment s

vessel pressure cannot be increased to this pressure because of the large deformations that occur.

Based upon the preceding discussion, the lower bound and mean buckling pressures at 78.0 psig and 94.0 psig are used to evaluate the stresses in the i

discontinuity regions of the containment vessel.

- 4.4 DISCONTINUITY REGIONS d.]is.

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'4.4.1 Axisymmetric Discontinuities 2_ a u

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Tables 5A and 5B provide a sanmary of extreme fiber stresses at the stiffeners, ring girder, spring line, and at the top of the fix concrete based-upon the containment vessel lower bound ultimate pressure of 78.0 psig and the containment vessel mean ultimate pressure of 94.0 psig. The stresses are combined by using the von Mises yield criterion and compared to.the yield stresses, where yield occurs when x equals or exceeds c 2 As can be observed o

lfrom Tables 5A and 5B, there are only two local areas with~ stresses that

' exceed the yield stress, the ring girder and the top of the containment fix.

.The stresses at these locations, which are greater than the yield stress,.are local stresses on'the inside surface of the containment vessel. The stresses at the same location cnt the outside surface of the containment vessel are below the. yield stress.. Therefore, these stresses'should not affect the integrity of the containment vessel.

'4.4.2 Penetration Regions The equipment hatch, upper and lower personnel air locks, and the main steam penetration are the three areas investigated for local stresses.

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The penetrations were first analyzed by considering the containment-vessel 9

cylinder.to be a flat plate reinforced with an elastic ring (Reference 4). A uniform membrane stress is applied at the boundaries of the plate. The

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biaxial stress condition is considered by summing the stresses caused by the I

circumferential and meridional membrane stresses. The stress at the s.J penetration sleeve-collar or vessel intersection and the collar-vessel

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intersection is calculated by considering the penetration sleeve or collar to be an elastic ring. A concentrated force equal to the internal pressure J

multiplied by the area of the penetration sleeve is considered for the personnel air locks and equipment hatch by using the method described in Reference 7.

The main steam penetration does not have the concentrated load included since it is anchored in the drywell structure.

The stresses obtained by the procedure described above are utilized with the Fr von Mises yield criterion and the 78.0 psig and 94.0 psig lower bound and sean i._...u..-

.~ internal-pressures to obtain the stresses to be compared w th.the vesse y ei ld i

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'strengt5. A summary is presented in Tables 6A and 6B. ~A sketch of each penetration is shown in Figures 3 through 5.

4 Tables 6A and 6B show that all of the penetrations have stresses greater than the, yield stresses when 78.0 psig or 94.0 psig pressure is applied to the

. containment vessel. The pressures noted in parentheses are the pressures which cause the initial yielding of the vessel at a point 900 from a horizontal line transverse to and through the center of.the penetration which is the point of maximum stress.

-In order to determine the extent of the plastic' zone around the penetration caused by the 78.0 psig and 94.0 psig pressures, the approximate approach described in Reference 5, International Series of Monographs in Aeronautics

.and Astronautics, is used. The method calculates the radius.from the-center of an unreinforced hole in a plate under biaxial stress to the boundary

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between the plastic and elastic. regions. The distances from the edge of.the m

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i-hole to the plastic-elastic boundary for the penetrations, considering the lower bound and mean yield stresses, are summarized as follows:

Upper and Lower Main Steam Personnel Air Lock Equipment Hatch 83.5 inches 163.0 inches 407.5 inches (Lower Bound) 68.5 inches 135.0 inches 337.0 inches (Mean)

All of the preceding plastic regions are along the vertical centerline at the top and bottom of each penetration. The plastic zone for each penetration tc extends to a point located approximately 370 above and below the horizontal for each penetration.

x The penetrations can support a pressure higher than the pressure required to cause initial yield around each penetration. As an example, the initial yield

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pressures indicated in Table 6A and 6B can'be' increased to approximately

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_--60.0 ;psig-(lower-bound)- and--75.0 psig-(mean)-if-the-plastic-sone-is-limited-to -

a region-in the vessel which is one radius from the penetration sleeve.

These increases in pressure beyond their initial yield values are based on.the~

peak stress provisions of paragraph NE-3213.11 of the ASME Boiler and Pressure

~ Vessel Code,Section III, Division 1.

Here peak stresses include those stresses that occur as a result of the stress concentration effect around penetrations. These peak' stresses are acceptable according to the Code if they do not cause " noticeable distortions" and are " objectionable only as a possible source of a fatigue crack or a brittle' fracture". For the pressure load under consideration fatigue dods not occur. -It is expected.that the

-vessel strains resulting from the'one radius yi' eld region around the main steam. penetrations (24.5 inches) and personnel air locks (57' inches) would not result in objectionable distortions. However, the distortion associated with yielding of the vessel in a one radius region (120 inches) around the-equipment opening is difficult to judge without a more refined analysis of

-this area.

-Additional detailed analyses of the penetrations have been performed.

Sections 6.2 and-6.3 of this report provide a; summary of detailed finite

^ "_ element' analyses of the personnel air' locks, equipment hatch, and typical cprocess_ piping penetrations.

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5.0 CONTAINMENT VESSEL DYNAMIC PRESSURE CAPACITY The dynamic pressure capacity of the containment vessel is determined by considering the pressure-time history to be a suddenly applied triangular load with a duration of 100.0 seconds. The resistance function of the containment vessel is approximated as a bi-linear function as shown in Figure 6.

The value R, the pressure' required to cause the containment vessel membrane m

stress to reach the yield stress, will vary at different locations on the vessel. The area under the equivalent R curve is e' qual to the area under the m

' pressure-displacement curve at the point of interest on the shell. The

- construction of the pressure-displacement curve is based on the stress-strain characteristics of the plate material. The ultimate value on the stress-strain curve is assumed to occur at one-half of the material minnum specified ultimate strain. For the ASME SA-516, Grade 70 steel the minimum ultimate strain is a 17% elongation.

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The: solution on the dynamic problem is based on the elasto plastic response

- described in Reference 6 which considers the containment vessel to be a single degree of system.

The elastic response is obtained by solving the following two equations for te and yel, the time at which the vessel reaches yield and the velocity of the vessel at yield.

F1 sin wtel

-t "C l} + Kt 1(

C 8 e

Yet =

d iel=

l' sin we t + K

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Ktd Where:-

F1 = applied dynamic force

-K

= stiffness of-the vessel'

t t = time of maximum elastic' response w'

= frequency of the vessel s

c 10 L

4 4 L

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td = duration of the dynamic load Ye1 = elastic deflection

}1 hel=velocityofthevesselatyield The solution to the plastic portion of the containment vessel dynamic response tis obtained by. solving.the following two equations for t and y, the time of m

maximum response and the maximum deflection.

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1 -v i-D*f + iel l

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o = (F Y " (F1 - Rm)tm - Fitm +heltm+Ye1

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2M 6tdM k;

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Where:

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Rm = resistance function J.,

- tm = ' time of plastic maximum response M> = Mass NL

. Tables 7A:and 7B present~ a summary of the lower' bound and mean value deflections

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-and ductility ratio,s-for suddenly. applied dynamic' pressures'at different.

J1ocations on the containment vessel. As discussed previcuslyi the knuckle

controis-the allowable pressure' capacity. A large~ increase in the deflections occurs above 65.0.psig' for the lower bound and above approximately 75.O psig for the

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.mean'value material strengths at-the dome' knuckle.. Therefore, 65.0 psig and e

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175.0 psig'are considered to be the lower bound and mean value dynamic pressure s

-_ capacities of the containment vessel. These' pressures are conservative because-the redistribution of the membrane forces in the knuckle region.of the-containment vessel is not considered _in the analysis.

.The penetration areas have a static pressure capacity approximately the same-as the general containment vessel and therefore an equivalent dynamic pressure capacity.

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The' description of the detailed static non-linear analysis of the fuel transfer penetration and the results of the analysis as well as other Level D evaluations is in Section 6.4.

This information provides the justification that.the penetrations have static pressure capacity and therefore the dynamic pressure capacity approximately equal to that of the general containment

. vessel.

It is expected that the general containment vessel dynamic pressure capacity could be increased if a more detailed analysis of the vessel were performed to account for the redistribution of the forces which occurs as the vessel yields.

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6.0 ADDITIONAL ANALYSES

.The United States Nuclear Regulatory Commission, Structural Engineering Branch requested information regarding the containment vessel capacity in question 220.19. The capacity assessment of the steel containment vessel described by this question required that an analysis should provide a reasonable assurance that the integrity of the containment will be maintained during an accident that released hydrogen generated from 75 percent fuel clad metal-water reaction accompanied by either hydrogen burning or the added pressure from post-accident inerting. As a criterion of such an assurance, the analysis should demonstrate that in case of the accident described above, the requirements of the ASME Boiler and Pressure Vessel Code,Section III, Division 1, Subarticle NE-3220, Service Level C Limits are satisfied for the loading condition of pressure and dead load. The code requirements should be satisfied, as a minimum, for a combination of dead load and an internal static pressure of 45.0 psig.

The following sections provide a summary of the results from the evaluation of.

the containment vessel for dead load and 45.0 psig internal pressure. The results are compared to the requirements of the ASME Code. A more realistic definition of the containment vessel ultimate capacity assessment for the local areas around penetrations is also provided and is based on Service Level D limits.

6.1 CONTAINMENT VESSEL CYLINDER AND DOME The analysis of the containment vessel utilizes'the model presented in Figure 1 and the KSHEL computer program.

Table 8 provides a summary of the containment vessel stress intensities at the dome knuckle, spring line, ring girder, stiffeners, and cylinder (away from discontinuities). The cylinder

'and dome knuckle are the-regions of the vessel which are stressed to the

. greatest percentage of the allowable stress intensity. The allowable stresses sunnarized in the table are based upon the ASME Code allowable stress intensities using minimum specified yield stresses.

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u 5.2 UPPER PERSONNEL AIR LOCK AND EQUIPMENT HATCH The analyses of the upper personnel air lock utilized two computer programs;

'the SUPERB computer program was used to analyze the collar and barrel region of the air' lock and the STARDYNE computer program was used to analyze the-bulkhead 2

and bulkhead door (Reference 8).

Figure 7 is the SUPERB model and Figure 8 is

=the STARDYNE model. The full model of the collar and barrel region was.used

'in the analysis. Only one-half of the bulkhead and bulkhead door were bO _

! analyzed-due to symmetry.

4.

'The analyses of the equipment hatch assembly also. utilized two computer programs: the SUPERB computer program was used to analyze the collar and

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, barrel region of the equipment. hatch and the ANSYS computer program was used to c

analyze the shallow spherical cover of the equipment hatch assembly U5'

- '(Reference 9).

Figure 9 is the SUPERB model and Figure 10 is the ANSYS'model.

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. -- ;Because of the~ symmetry, only one-quarter of the collar and barrel region was

' analyzed. The ANSYS model is axisymmetric.

0 The stress intensities in the various components of.the upper personnel airL lock and the equipment hatch produced by dead load and 45.0 psis internal pressure are summarized in Table 9.

The allowable stress intensities for-Service Level'C are also provided in the table. 'The stress intensity at,the-junction of the air lock' collar and the barrel and the stress intensity at the

. bulkhead and bulkhead door beam elements for the upper personnel. air lock are -

approximately 90 percent of the Service Level.C~ limits. The stress' intensity at_the collar of-the equipment hatch is approximately 86. percent of the Service Level C Limits.

.Since the' shallow spherical cover for the equipment hatch is not' integral'and y_

continuous with-the equipment hatch' barrel, the deflections at the cover flange and barrel flange must be evaluated'st the 0-ring locations. The two-0-rings are. located at nodes 83 and 93 and at nodes 85 and 95 in the ANSYS

' computer model,. Figure 11.'1The differences in nodal-deflections at the pairs

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of nodes are used to evaluate the separation between the shallow spherical cover and the equipment hatch barrel. The deflections at the 0-rings are:

Ai = UYg3 - UY83 =.0656 inch

, Ao = UYg3 - UY85 =.0470 inch Based upon an 0-ring compression 0.15 inch, sufficient spring-back is available to prevent leakage.

Ustag the results of Table 9, the maximum permissible internal containment pressure to meet Level C limits can be calculated by factoring up the stresses

'until the component closest to its allowable stress reaches that allowable stress. Following this approach, the maximum pressure to meet Level C limits for_the personnel air lock is 50.2 psig. The controlling stress for this h

-limit is the local membrane stress at the junction of the collar and barrel.

a_...._.

Applying the same procedure to the equipment hatch, the maximum allowable internal containment pressura to enforce the Level C stress limits is 52.6 psig. This maximum allowable pressure is controlled by the local membrane stress in the hatch collar. Utilizing this pressure, the deflections at the 0-Rings sould be: Ai = 0.0767 inches and Ao = 0.0549 inches, which still leaves sufficient spring-back available to. prevent leakage based on the precompression of 0.15 inches.

6.3 PENETRATIONS Penetrations are discussed in four subsections:' upper containment-penetrations, lower containment penetrations, penetration bellows, and penetration anchor plates. The upper containment penetrations are above the suppression pool region of the containment.. The lower containment penetrations'are located in the suppression pool and require different analysis techniques because they are located close to the base of the vessel.

.The bellows form a portion of _ the containment vessel boundary at those penetrations which are anchored at a structure other than the containment vessel. - Anchor plates form a portion of the containment vessel boundary at 15

p

'those penetrations which are anchored into the containment vessel or at spare 7-penetrations which are capped with a flat plate. The following sections discuss the analyses of each area in detail.

6.3.1.

Uoper Containment Penetrations 4

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The analysis of the process piping penetrations and electrical penetratiuu.

utilize the STRAP computer program. The stress output from the original,

15.0 psis internal pressure design load case has been factored to the 45.0 psis' internal pressure load case. A comparison between the 45.0 psis internal pressure load case and the dead load case indicates that the dead load produces a maximum of 4.7 percent (main steam penetrations) of the stress intensity due to the pressure case. Based upon this comparison, dead load has been neglected for the penetration analyses.

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The. approach used to evaluate the penetrations involved. grouping the _

penetrations by geometry and then analyzing only representative penetrations N'

in order'to reduce the amount of work required. Figure 12 is a~ sample of the finite element models used to analyze the. penetrations. One quarter symmetry is used for these analyses.

Table _10 provides a sununary of the penetration actual stress intensities and the allowable stress intensity. All penetrations, except one, satisfy the Service Level C limits of the ASME Code using normal minimum specified yield strength values of the material. Penetration 205, the fuel transfer j'

. penetration, is the penetration which does not satisfy the criteria.. This

' penetration exceeds the Service Level C' limits 6f the ASME Code by 11.5 percent; however, these results are based upon the minimum'specified material strengths.

~

.. Based on material certification data, the minimum yield stress of the ASTM 2

"A 516 Crade 70 steel in either the sleeve'of P205, or the adjacent shell of'

.the two' units-is 51.5 ksi in'the Unit 2 sleeve. Using'this value, the f

. allowable stress is 1.5 Sy, or 77.3 ksi,.which is larger than the actual

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stress oC 63.5 ksi..

p n

16 x

m m

m

e The highest stressed penetration which is in close proximity to another penetration, and which therefore could be influenced by the stresses in an adjacent penetration, is P414. The centerline of this 44 inch diameter penetration is 84 inches away from P416, a 51 inch diameter penetration.

f Using an approach outlined in Reference 14, a strers increase factor (k) of 1.19 is calculated. This is the amount by which the stresses in P414 should ly be increased to account for the stress influence fran P416. If this factor is

' incorporated, the stress intensity for P414 for an internal pressure of 45 psig becomes 1.19 x 43260 psi = 51,479 psi, which is still less than the Level C allowable stress intensity of 57,000 psi. This is the highest stress of any penetration listed in Table 10, except for P205 which has no penetrations in its immediate vicinity.

'-Also shown in Table 10 is the maximum internal' containment pressure which will produce stresses at the highest stressed point in each penetration equal to

^

-the -Level C-stress limits. - All-except-one of -these-pressures are-based on using the minimum specified material properties. The P205 pressure is calculated using properties based on actual ~ material certifications.

6.3.2 Lower Containment Penetrations The lower containment vessel penetrations are analyzed with the STRAP computer program-for the load condition of 45.0 psis internal pressure in addition to the hydrostatic pressure. The dead load has been neglected. The annulus concrete is also neglected for the analyses. Figure 13 is the model which was used for the analysis of the 48 inch diameter penetration. The model used for the analysis of the 32 inch diameter. penetration involved the use of insert plates which are shown in Figure 14.

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9 17

g.

The results for the analyses are summarized below for the maximum stress intensity which occurs on the penetration sleeve at the top of the penetration:

Actual Stress Allowable Stress Intensity (psi)

Intensity (psi) 32 inch Penetration 15,920 57,000 48 inch Penetration 15,699 57,000 As previously discussed, the annulus concrete has been neglected. This is a conservative assumption, since the stiffness of the concrete would prevent the steel containment vessel and penetration area from being stressed to as great a value as shown above.

Using the values given above, the 32 inch and 48 inch' penetrations respectively could_be_ exposed.to.intatrnal containment _ pressures._of 161.1_ps_ig_ _ _ _ _a

.2 and 163.4 psig and still have maximum stresses less than the Level C service limits.

6.3.3 Penetration Bellows Two different geometries of the penetration bellows have been evaluated for a containment vessel internal pressure of 45.0 psig. These two cases were chosen bec'ause they are the worst cases of large diameter penetration bellows with thin wall thickness. The systems represented by the two cases aret P122 (P414 on Unit 2) - Main Steam P422 (P407 on Unit 2) - RHR and RCIC The analyses of the penetration bellows are based upon the approach described in Reference 10, with the exception of the buckling evaluations which are

. based upon equations from either Reference 11 or Reference 12.

Because of the artt.igement of the penetration assembly, one of'the bellows at each penetration is subjected to external pres,sure and the other-bellows is 4

18 L

subjected to internal pressure for penetrations P122 and P422. Table 11 provides a sannary of stresses at various points on the bellows for a pressure of 45.0 psig and the ASME Code allowable stress. The stresses summarized are for the internal pressure case. The stresses are negative for the external pressure case.

The bellows are also evaluated for buckling because they can be subjected to external pressure. The factors of safety against buckling for typical penetrations are listed below:

' Penetration Number Bellows FS Tangent Area FS P122 (P414 on Unit 2) 12.1 5.3 P422 (P407 on Unit 2) 32.3 5.3 di To make an assessment of the maximum static pressure capacity of the

~

- ~ containment based on bellows strength, the bellows at penetration P422'(P407 on Unit 2) controls (see Table 11). The static pressure which would bring the highest stressed component to its allowable stress level would be 18,460/13,409 x 45 = 62 psig. This is conservative because it accounts for nc increase in the allowable stress used for a normal accident pressure condition of 15 psig. Using the 62 psig pressure, the minimum factor of safety against buckling due to external pressure is an acceptable value of 4.0.

6.3.4 Penetration Anchor Plates The penetration anchor plates were evaluated for a containment pressure of 45 psig (dead load produces negligible stress) at ASME Section III, Subsection NE Level C Stress Limits.

The anchor plates can be categorized as the following three basic types:

single hole, with or.e process pipe; multi-hole with more than one process pipe; and spare penetrations consisting of flat plates. Not every penetration 19

.... ~

i

s..

N-3' anchor plate was analyzed. The following criteria were used to select those to be evaluated.

The anchor plate which has the largest outside diameter for a group of a.

similar penetration assemblages.

I

!{ '

p b.

The anchor' plate which has the smallest thickness for a group of similar I

penetration assemblages.

g The plate which has the smallest process pipe diameter for a group of

.- c. -

similar penetration assemblages.

The stresses in all anchor plates analyzed for 45 psig loading are within

.I Level C~ allowable stress limits. The most highly stressed penetrations are ue

.P129,'P130, P432 and P435 which are all spare penetrations containing no

$3

-.-.w

- -process pipes. Each of these penetrations had stresses in the anchor plates of 41.7 ksi at 45 psig versus the Level C allowable of 54 ksi. The stresses

' were.well within allowable stress limits to the extent that an internal containment. static pressure of 58.2 psig is required for them to reach Level C Service Limits.

There is a large increa'se in anchor plate strength when going to the next strongest anchor plates.. The next strongest are penetrations P209 and P303 which each require an internal pressure of 127 psig to produce stresses' equal

~

to Level C' stress limits.

6.3.5 Level C stress Limit Sunnary In summary, all penetrations, bellows, and anchor plates meet the Level C allowables of-Reference 13 for an internal pressure of 45 psig. However, for L this-to be accomplished, the material certification yield and ultimate strength values for penetration P205 had to be utilized. All other allowables

-were based on published minimum strength values.

20 1

> q.-

3:

4 Carrying the evaluation one step further, the components were examined to see what pressure could be applied and still observe the Level C stress limits of Reference 13..For penetration components other than the bellows and anchor plates, the permissible pressure is 50.2 psig based upon the stress in the 1

personnel air lock. For the bellows, the maximum pressure permitted is 3

62 psig based on penetration P422 (P407 in Unit 2). The penetration anchor plate controlling pressure is 58.2 psig.

~"

I 6.4 CONTAINMENT ULTIMATE CAPACITY FOR PENETRATION RECIONS CONSIDERING LEVEL D STRESS LIMITS r

The penetration region ultimate capacity could more realistically be defined to be the ASME Boiler and Pressure Vessel Code, Division 1,Section III, Subsection NE Level D service limits. Appendix F of Reference 13 which is u

referenced by Subsection NE for Level D limits further defines Level D limits

_ a._. a s-Limits-which-are - permit ted-fo r-combinations -of-conditions - as sociated _vith_....m;__

extremely low probability postulated events".

Section F-1220 states that the Level D Service Limits "are intended (NCA-1130) to ensure that violation of the pressure retaining boundary will not occur in components or supports which

_are in compliance with these procedures. These procedures are not intended to ensure safe operability or.reoperability of the system either during or following'the postulated event". Therefore, considering the nature and probability of the postulated event the Level D limits appear-to be a more realistic restriction on stresses.

Adopting'this approach, the penetrations were examined to find the maximum-pressure possible inside of containment to avol'd stressing beyond the Level D limits, based on elastic analysis, any component of the penetrations. Shown in Table'12 is a compilation of the Level D elastic analysis allowables (plastic analysis for.P205) and the containment internal pressure which)will

~

produce a' stress in the highest' stressed element equal to the Level D

.allowables.

Upon examination of this table, the minimum attainable pressure is equal to 58.9 psig for all penetrations (57.4 psig if effects of adjacent penetrations 21

are' considered for P414) except P205. This value of 58.9 psig is controlled by the bulkhead door stiffeners in the personnel air lock. To reach this

-pressure level, it vas necessary to utilize the material certification data for the personnel air lock and equipment hatch.

~For penetration P205, the Level D allowable stress shown is for inelastic

. analysis and reflects the use of material certification data. The allowable containment internal pressure given for this penetration is based on an elastic plastic finite element analysis of this penetration for 60 psig

internal pressure factored linearly downward to match the allowable Level D i

plastic stress allowable in the highest stressed element. The allowable pressure of 55.9 psig for this penetration is conservatively low because the t

elastic plastic finite element analysis utilized nominal stress-strain data,

.inot material certification data. Using the higher yield (52 kai actual versus li 438 kai nominal) of the material as provided by material certification is

...:. -_~.--~..- expected-ca.raduce the computed-stress so ' as to. achieve a.value..of at..least _

u.,___.s 58.9 psig, which is equivalent to the allowable internal pressure capacity of the personnel access airlock, based on Level D allowables.-

Using the 58.9 psig personnel air lock controlling pressure, the deflections at.the 0-Rings on the equipment hatch would be At = 0.0859 inches and Ao = 0.0615 inches. considering the precompression of 0.15 inches, there is still sufficient spring-back'available to. prevent leakage.

Lconsidering Level D elastic stress'11mits'for the penetration anchor plates (which is159.1 ksi versus the Level c allowable of 54 ksi) the' permissible ~

internal pressure increases to 63.7 psig.. This' pressure is controlled by four spare. penetrations.

For the bellows,.the elastic Service Level D allowable stress is 30,000 psi.

Factoring up'the bellows' stress in P422 (p407 on Unit 2) in Table 11 which is

_for 45 psig internal pressure, the maximum-allowable internal containment pressure to observe Level D allowables on the highest stressed bellows is 100 psig.

e e

e 22 u

h.

In summary, for the penetration components other than the bellows and anchor plates, the maximum permissible containment pressure so that all stresses would remain within Level D allowable limits is 58.9 psig (57.4 psig if the s

influence of an adjacent penetration are considered for P414). The controlling component is the upper personnel air lock. The controlling pressure for the bellows is 100 psig and for the anchor plates it is

. 63.7 psig.

r,

,._..,..u...

.. - -.-.. __ _... _ ~

O

.b e

i i

23 L

=

1 REFERENCES

.1.

Design and Fabrication of Steel Containment Yessels and Related Items for Reactor Buildings 1 and 2, Perry Nuclear Power Plant - Units 1 and 2, SP-660-4549-000.

..)

2.. - Plastic Collapse.and the Controlling Failure of Thin 2:1 Ellipsoidal.

Shells Subjected to Internal Pressure, C. D. Caletly and R. W. Aylward, Eg -

Transactions of ASME, Volume 101, February 1979.

3.

. Elastic and Elastic-Plastic Buckling of Internally Pressurized 2 1 Ellipsoidal Shells, C. D. Calletly, Journal of Pressure Vessel Technology, Volume 100, November, 1978.

J

- c 4.-

Handbook of Formulas' for Stress and Strain, William Criffet, Frederick Unger Publishing Company.-

5.

. International Series of Monographs in Aeronautics and Astronautics,

- C. N. Savin, Paragman Press, pp. 225-230.

6.. Introduction to Structural Dynamics,'J. M. Biggs, McGraw-Hill.

7.'

Local Stresses in Spherical ~and Cylindrical Sheels Due to External

- Loading, E. R. Wichman, A. C. Hopper, and J. L.' Norshon, Welding Research Council Bulletin No. 107.

8.

Design Report for Upper and Lower Personnel Air Lock, Perry Nuclear Power Plant - Units 1 and 2, Cleveland Electric Illuminating Company, September 8, 1982.-

9.

Design Report for Containment Equipment Hatch Assembly, Perry Nuclear Power Plant - Units 1 and 2, Cleveland Electric Illuminating Company,

' September 22, 1982.

1 24^

-o i

L

. 10.

Standards of the Expansion Joint Manufacturers Association Inc.,

5th Edition.

11. Mark's Handbook, 6th Edition.

12. Formulas For Stress and Strain, 4th Edition, R. J. Roark, McGraw-Hill.

13. ASME Boller and Pressure Vessel Code, Division 1,Section III, 1980.

-~

14.

Stress Concentration Design Factors, R.E. Peterson, John Wiley and Sons, Inc., New York, NY, 1953.

f l

L.

m t

e 4

f 25

.~..... -. -. _...,,.. _,, ~,,,.

(.

=wn..

=, :,,

> :,m a

., ;._z...

..,.a..

l.

, Table 1 Summary of-Material 'Strenaths l

Minimum Specified Louer Bound Mean Upper Bound i

Min. Elong.

-Yield Tensile in 2 Inch.

Yield-Tensile Yield Tensile Yield Tensile Location (KSI)

(KSI)

(8 inches)

(KSI)

(KSI)-

(KSI)

Dome

S =2.970KSI-38.0 70.0 212(172) 42.4 71.1'

$1.3 77.2 60.2 83.2 y

Sult=2.022 K$t.

cylinder 38.0 70.0 211(171)

-40.0 66.5**

49.7 74.9 59.4 83.3

S =3.226KSI y

Sult=2.797

.KSI Welds

.60.0 72.0 221

S - Material property standard deviation

- "- 70.0 KSI minimum specified is used for the design.

e O "

L N

t.

Table 2 Initial Membrane Yield Pressures (PSIC)

Tresca von Mises Uniaxial Lower Lower Lower

_.'l Bound Mean Bound Mean Bound Mean Dome Apex 88.4 107.0 88.4 107.0 88.4 107.0

, Knuckle (1050) 59.8 72.4 68.0 82.4 91.7 111.0 Sprin8 Line 166.7 206.9 170.5 211.6 166.7 206.9 Cylinder Circumferential 83.4 103.5 96.2 119.5 83.4 103.5 Meridional 166.7 207.0 t

Trescat lat - 02 l1G o

102 - 03l 1 ao l a3 - oi l1ao von Misest (at - c2)2 + (c2 - 03) + (83 - 81).2 12c 2 o

e e

4 e

L.

+

Table 3 Ultimate Pressure Capacity Without Considering Plastic Collapse or Buckling (PSIC)

(Membrane Stress)

Location Lower Bound Mean Dome Apex-148.4 161.1 Knuckle (1050) 114.2 124.1 Spring Line 298.7 319.6 Cylinder circumferential 145.7 155.9

(

O

~

t e

1

i.

4

. e.

,. i p;

Table 4 Elastic-Plastic Bucklina and Plastic Collapse Pressures (PSIC)

Bnned on Stresses In Dome 3

Conditioo Elastic-Plastic Elastic-Plastic Plastic Plastic Yiel Buckling Bucklina (5%)

Collapse Collapse (5%)

Lower Bound 78.

88.8 93.5 97.9 42.4 KSI Mean 94.

107.6 116.7 122.9 51.3 KSI

g,. -.

4 i

I M

4 4

,: t

^ ' "

^^

c

.e

.a 4

't

- v t'

Table 5A Summary of Stresses'at Local Areas for 78.0 PSIC (Lower Bound)

Meridional Heridional Circumfer.

Circumfer.

Stress Stress Stress Stress.

Xg Xo Inside Outside

'Inside Outside (Inside)

(Outside)

Xi Xn x 108 a2 0.2 Location

' Surface Surface Surface Surface x 108 n

4 Stiff. #5 39349.

-1870.

32309.

19944..

13.209 4.386

.83

.27 Stiff. #6 39363.

-1883.

32315.

19941.

13.217 4.387

.83

.27-Ring.Cirder 40899.

-3420.

29812.

16516.

13.422 3.410

.84

.21 38075.

-648.

28961.

17344.

11.858 3.125

.74

.20

'50491..

-13065.-

28561.

9494.

19.230 3.849 1.20

.24

=

52509.

-15030, 29165.

8904.

20.764 4.390 1.30

.27 i

Spring Line.

18258.

19221.

817.

.1105.

3.191 3.494

.20

.22 Top of Fix.

60508.

-23596.

'17015.

-8216.

29.212 4.304 1.83

.27 o'g2+g 2 _ a102=X

- y 1

6 b

y 7

+

^;c.

s, 3

I e

-4 Table 5B Summary'of Stresses at Local Areas for 94.0 PSIC (Mean) l 5

Meridional Meridional Circumfer.

Circumfer.

Stress

' Stress, Stress Stress Xi Xo Inside Outside Inside Outside (Inside)

(Outside)

XL Xn x 108 o,2 a,2 Location Surface Surface-Surface Surface x 108 Stiff. #5 47421.-

-2254.

38937.

24035.

19.185

~6.369

.78

.26 Stiff. #6 47437.

-2269.

38943.

5 24031.

19.195 6.372

.79

.26 Ring'Cirder 49289.

-4121.

35927.

19904.

19.493 4.952

.79

.20 45885.

-781.

34901.

20902.

17.221 4.538

.70

.18 60848.-

-15745.

34420.

- 11412.

27.928 5.578 1.13

.23 63280.

-18113.

35148.

10730.

30.156 6.376 1.22

.26 Spr,ing Line-22004.

23163.

984.

1332.

4.635 5.074

.19

.21 Top,of Fix 72920.

-28436.

20505.

-9901.

42.426 6.251 1.72

.25 12 + O2 - 0102 = X k

I l

l'

,m 'T^

~

i.

w..

~

s Table 6A Penetration Stresses Due to'78.0 PSIC (Lower Bound)-

Penetration Sleeve-Collar - Vessel Vessel or Collar Intersection Istersection Location Stress Stress x108

-X-Tangential Radial X

X Tangential Radial.

X a,2

. Stress Stress x108

-a,2 Upper & Lower 45050..

-13043.

27.872-

'1.74 66713.

-40852.

88.448 5.53 Personnel:

(59.1 psig)*

(33.2 peig)

Air Lock-Equipment' 45220.

~2287.

21.53S 1.35 66713.

-40103.

87.341 5.46 Itatch (67.2 psig)

(33.4 psig) i Main Steam Penetration 87364.

-74377.

196.623

.12.29 Collar not required (22.3 psig) 012 + 02 - 0102 = X j

Pressures which cause initial membrane yield l

s i

4 i

=

.g

-... ~..,

i

3. -

Table 6B~

1-

' Penetration Stresses Due to 94.0 PSIC-

~

(Hean) 4 Penetration Siceve-Collar - Vessel f

Vessel or Collar Int.nrsection Intersection Tangential Radial X

X Tangential Ralial X

X Location Stress Stress x108 a2 Stress Stress x108

-a,2

~

o Upper &' Lower-54292.

-15718.

40.480 l'.64 80397.

-49232.

128.456 5.20 Personnel (73.4 ps,ig)*

(41.2 psig)

Air Lock "quipment' 54496.

- 2756.

231.276 1.27 80397.

-48329.

126.849 5.14

' Ilatch (83.5 ps.ig)

(41.5 psig)

Main Steam

-89635.

285.565 11.56 Collar not required Penetration'.

105285.

-(27.6 psig) a i

i

{

a12'+ a2 - 8102 =-X

Pressures'which cause initial' membrane yield

.i i

i' i.

l

c Table 7A Summary of Containment Vessel Dynamic Pressure Deflections (Lower Bound) l t, Press'ure Knuckle (1050)

Cylinder (radial)

Apex (vertical)

(psig)

A(in) u A(in)

U A(in)

U.

i--

6.12 2.00 45.0 1.15 2.23 55.0' 2.04 3.23 1.18 2.04 7.96 2.13 65.0 8.69 11.66 1.56 2.28 11.45 2.59 r

4 n

W' Table 7B

. ~. _.

Summarv of Containment Vessel Dynamic Pressure Deflections (Mean) 1 Pressure.

Knuckle (105 )

Cylinder-(radial)

Apex (vertical) 0

- (p s ig)'

A(in) u A(in) u A(in) u 6'0. 0 1.74 2.53 1.26 2.00.

8.28' 2.03?

70.0 3.'14

'3.91 1.52 2.06

. 10.'52i 2.21 80.0-15.60 17.00 2.17 2.43

- 14.42 2.65 5

4'

\\

w b

m..

e, e

e-o-.

e.

e 7

c

t. _

^

. ~.

9 Table 8 Summary of Stress Intensities for Dead Load and 45.0 osir and Allowable Stress Intensities for Service Level C CONTAINMENT VESSEL Stress Intensity

-Allowable Stress Intensity

Location (psi)

(psi)

Cylinder, away from Pm = 21625 1.0 Sy = 38000 Discontinuities Stiffener.'#5 Pt = 15219 1.5 Sy = 57000 Stiffener #6 PL = 15028 1.5 Sy = 57000 Ring Crider Pt = 13442 1.5 s = 57000 y

' P = -31203

--- - -- 1.-5 Sy =- 57000

.. _. _ _. _ _.. Dome 1tnuckle -

'- ~ --

L

Based on minimum specified yield stress e

4

(

e 6

i

~

I Table 9 Summary of Stress Intensities for Dead Load and 45.0 psir and Allowable Stress Intensities for Service Level C

. PERSONNEL AIR LOCK AND EQUIPMENT HATCH Stress Intensity, Maximum Load, or Stress Allowable Stress Intensity

^

Location (psi)

Load or Stress

1 Upper Personnel Air Lock 4

i

-Air Lock Collar PL = 27,961 1.0 Sy = 36,000

-- Air Lock Barrel PL = 16,407 1.0 Sy = 36,000 Junction of Air Lock Collar and Barrel _

PL = 25,971 1.5 Smc = 28,950

, 7

. Bulkhead & Bulkhead Door Beam Elements 10,200 (Transverse

.6 Sm = 11,580 Shear) a ~ - - -

PL+Pb = 48,400 -

1.-5 S = 54,000 y

e L + P = 21,044 1.0 S = 36,000 Plate Elements P

b y

45 P,ttoy = 150 psi Sight Class P

=

500 9,457 Sight. Glass Fillet Weld S

=

y Barrel to Collar 2,929 9,457

~ Fillet Weld S =

y Equipment Hatch' Collar

.PL = 46,222 1.5 Sy = 54,000 Shallow Spherical Cover P=

5,400 1.0 Sm = 19,300 Barrel 't Flange Pm= 1,800

'1.0 Sm = 19,300 L

a 1,800 1.0 Sy = 36,000 l

-Barrel at Vessel-P

=

m l

-Junction of Spherical L

1 Cover and Cover Flange PL = 5,130 1.5 S '= 28,950 a

-Junction of Barrel and Barrel Flange PL=

1,824

.1.5 Sm = 28,950l Barrel Flange PL + Pb = 4,784 1.5 S = 28,950 m

p Cover Base Flange PL = 17,950 1.5 Sm = 28,950 l

Bolts (Axial) 36,120 2.0 S,= 55,000 H

Bolts (Axial'+ Bending +-

62,965, 3.0 S,= 82,500 Shear)

I.

Barrel-Collar Fillet Weld S = 1,957 9,457 y

Based on minimum s'pecified yield stresses l

~

e g.

Lg e

u

Table 10 Summary of Stress Intensities for 45.0 psig and Allowable Stress Intensities and Maximum Allowable Internal Containment Pressures for Service Level C PENETRATIONS Allowable Level C Max. Allowable Stress Intensity, PL Penetration for 45 psig Pressure Stress Intensity (3)

Internal Pressure Number (psi)

~(psi)

(psia) 104 35600 57000 72.1 a

307.

35900 57000 71.4

s

'308 35600 57000 72.1 417 36000 57000 71.3 424 34900 57000 73.5 119 36100 57000 71.1 203 30500 52500 72.1 434 30000 57000 85.5

421(6) 30000 57000 85.5 i?

422(6) 30000 57000 85.5 1425 26600-57000 96.4 107 25800 57000 99.4

~

~405

,. _. _..,. 2 5 8 0 0.

57.000 _.

.99.4____,..

.z_.

-404 25500 57000 100.6 25200 57000 101.8

.429(6) 419 25000 57000 102.6 106 39300 57000 65.3' 111 33200 57000 77.3 112 37600 57000 68.2 310 33200 57000 77.3 311

.33200

.57000 77.3

~

424(6).

33200 57000 77.3 426(6)

.33200 57000 77.3 132 39400 52500-60.0

~419 25500 57000 100.6

-123 40200 52500 58.8' 105 30700 57000 83.6 407

'30700 57000 83.6 404(6) 25000 57000~

102.6 114' 36600 57000 70.1 205-63500' 57000 (77,300(1))

54.8(2) 421.

41600 57000 61.7

~'

313 38630 52500 61.2 122 138500 57000 66.6

^~

'124 37200

-57000 69.0 414' 43260(4) 57000 59.3(5).

NOTES:

11.' Allowable stress: based on using material certifications..

2.- Based. on using material certification data to determine allowable stress.

.3.

Based on minimum specified material properties,unless otherwise indicated.'.

._4.

This value increases to 51,479 when considering the effect of adjacent i

penetration P416..

5.1 -This value' reduces to.49.7 when considering the effect of adjacent penetration P416..

6. -These penetrations are'on Unit'2.

All others are on Unit 1.

i

Table 11 Summary of Penetration Bellows Stresses For 45.0 osia containment Vessel In_ternal Pressure Penetration S1 S2 S3 84 Sailow Number System (psi)

(Esi)

(esi)

(osi)

P122 (P414)

Main Steam 5,155 6,239 922 9,920 18,460 P422 (P407)

RHR & RcIC 6,490 5,500 1,100 13,409 18,460

'St Bellows tangent circumferential membrane stress Bellows circumferential membrane stress S2 S3 Bellows meridional membrane stress b

3

.S.

4 Bellows meridional bending stress Sailow. - ASME Code allowable stress (St through S4 must each be less than'S,itov,)~

I 6

1 v

9 4

ewi

--w- :-.

a

s; Table 12 Suunnarv 'of Controlling Level D Stress Limits And Permissible Level D Containment Pressures Penetration Level D Elastic Allowable Allowable Containment (5)

Stress Intensity = 1.5 Sg Internal Pressure Penetration (psi)

(psig)

Upper Personnel Air ock(l) 63300(6) 58.9 Equipment Hatch (2) 82500(7) 59.0 104 62600 79.1 307 62600 78.5' 308 62600 79.1 417 62600 78.3 424 62600 80.7

.---119 62600

-. _7 8. 0

.203 53600 79.1 434 62600 93.9 421 62600 93.9 422 62600

-93.9 425 62600-105.9 107 62600 109.2 406

.62600'-

109.2-404 62600' 110.5 i=

429 62600

'111.8 419 62600 112.7 f:-

106:

62600 71.7

-111-62600 84.8 112-626.00 "74.9 310-62600 84.8.

t.

311-'

62600-84.8-424

.62600 84.8 t.

426 62600 84.8 132 53600 61.2.

L 4

-i Table 12 (Continued) a Level D Allowable Allowable Containment r.

Stress Intensity = 1.5 Sg Internal Pressure T

Penetration (psi)

(psia) 419 62600 110.5 123 53600 60.0 105.

62600 91.8

[

407 62600 91.8 4

i

'404 62600 112.7 114 62600 77.0 205 52000(3) 55.9(4) 421 62600 67.7 313 53600 62.4 4

122 62600 73.2 3'

124 62600 75.7 68.3(8)'

it'4-65700(6).

u-32" Penetration 62600 176.9 48". Penetration 62600 179.4

' NOTES:'

in the bulkhead door-stiffeners. Level C

[

51'. -

Controlling stress is PL+Pb controlling stress is at the collar and barrel junction.

2.

Controlling stress;is axial and bending and shear in hatch bolts.

. 3.- -

This allowable stress is the Level D inelastic. allowable. stress equal to y

Sg'and is based on material. certification data even though the inelastic analysis of this -penetration was based on minimum specified material.

propertie's.

E

4.

~See discussion in'Section 6.4 for an explanation of th'e basis for this

~

value.

.5.

Based on on elastic analysis unless indicated otherwise.

.6.

Level D elastic allowable stress based on material certification data.

1 7.- -

This is the'ASME BPV Code Section III Subsection NE Level A allowable.

l. -

The code'does;not' stipulate allowables for other. service levels.for bolts.

7-

- 3 8.

iThis..value becomes'57.4 psig if the effects of an adjacent-penetration.

m..-:

-are' considered.

js

+

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ML20106H430

Text

2.0 CONCLUSION

SUMMARY

1.0 INTRODUCTION

2.0 CONCLUSION

SUMMARY

REFERENCES:

REFERENCES:

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