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Estimates of Ultimate Pressure Capacity of Containment Structure.
	ML17319A657
Person / Time
Site:	Cook
Issue date:	09/26/1980
From:	Harstead G; HARSTEAD ENGINEERING ASSOCIATES, INC.
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ML17319A658	List: ML17319A657;
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0, HARSTEAD ENGINEERING ASSOCIATES 169 KINOERKAMACKROAO. PARK R(OGE, V. J. 07656

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Phone: (201 J 391-21 15 D.C. COOiC NUCLEAR POWER PLANT A~RXCAH ELECTRIC POWER ESTIMATE OF ULTIMATE PRESSURE CAPACITY OF CONTAIWiKHT STRUCTURE P epared by:

unnar A. Harst.ead September 26, '1980

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1. 'ntroduction A review of the Containmen Structure of the Donald C.

Cook Plant was undertaken for the purpose o obtaining a rough estimate of the ultimate strength of the containment to resist internal pressu e loads. Due to the fact that D.C. Cook Units 1 and 2 make use'of ice condensers, the design pressure for the containment'tructure is much lower than the dry containments such as ~E 52.

2. Descript'on 2.1 Containment Dome and Cylinder The cylinder has an inside radius of 57.5 ft. and a height from the base mat to the springline of dome of approximately 113 The cylinder walls have a thichness of 3.0 ft. of reinforced concrete. and an inner steel liner with a thickness of 3/8". The reinforcing is generallv two layers of ~18 8 18" o/c in the hoop direction.

The dome is essentially hemispheric with a thickness that varies from 3 ft. at the springline and 2 ft. at its peak. The reinforcing pattern generally is two layers of 418 9 18" o/c in both the meridional and hoop direction.

2.2 Penet ations The containment cyLinder has many penetra6ions for piping, electrical conduct, etc. The two la ges are the ecuipment hatch and the personnel hatch. In general, the liner plate su- oundina the opening has a thickness of 3/4", wh'ch satisfies "".e a ea replacement rule of openings in pressure vessels. The reinforcing bars are eithe bent aroung the opening or a e 'nte rupted. Thick-ening o the concrete around the opening is only provided at the equipment hatch and personnel ha ch. In the case.o these two hatches, practically all the bars are intezz pted and anchored by

~ g, means. of a cadwell connection weld'o a steel plate.

The equipment hatch cover is mounted on the outside of the penetration barrel and is bolted to the barrel. .The hatch cover also accomcdates a second personnel air lock. The hatch.

cover is 4" thick ASTNA516 Gr. 70; howeve , due to the size, the plate is spliced and bolted together. Zn addition, the personnel air lock cover is 1" thick. The openings for the ecuipment hatch and the pe"sonnel air locks are abou 20't. and 10 ft. "espectively.

2.3 Poundation Base Rat The mat is not an ideal circular disk with a thickness of 10 ft, due to the pits and depressions, such as those re~mired by I

the reactor, instrumentation, refueling canal, etc. The top is lined with 1/4" steel plate.

2.4 Crane Wall The crane extends from the base mat up 115 ft..to a little above the spring line of the dome. The operating deck acts as a diaphram and is located about 54 ft; above the mat. While the crane wall forms a cylinder above the ope ating deck, below the operating deck the wall is not. continuous in the hoop direc ion.

3. Analysis 3.1 Gen'eral A eview was undertaken o pe inent material from the PS'nd amendments. Additional familiarity with the structures was obtained by a review of the engineering drawings and certain vendor drawings. Dead loads and pressu e loads we e the only loads considered. Inasmuch as an. estimate of ultimate capacity is desired, the ele...e. ts. of the structure were examined and likely failure mechanisms were postulated. In gene al, the failure mech-anism was considered one where general yielding occurzed due to primary stresses. Secondary stresses would not be a factor in significantly reducing ultimate capac'ty in a ductile structure.

Under ultimate conditions self relieving stresses caused by thermal effects and geometrical constraints were ignored due to the fact that these effects have little effect on the ultimate capacity under internal pressure and would be less than the margin of error implicit in approximate methods used in this analysis.

3.2 Containment Dome Based upon a'failure mechanism due to membrane vielding of both the rebar and the liner, the ultimate pressure was calcula-ted as 85 psig.

3. 3 Containment Cylinder Neglecting for the moment the effect of the penetraions, the failure mechanism in the hoop dizection is the result of yielding of both the hoop rebar and the liner in the hoop dizection. The ultimate pressure was calculated as 56 psig. Zn .meridional direc-tion, the failure mechanism is more compl'cated for seve al reasons:

1 (l) The liner 's not anchored into the ma and therefore cannot'arry meridional o ces unti'he anchorage of the 1:ner can provide adecuate shear anchorage.

(2) The dead load e ect o= the containment structure

fg in resisting pressuze Loads increases fo lower elevations.

(3) The anchorage of verticals into the mat may not fully develop the yield stress of the rebar.

The meehan'sm considered -"or the anchorace is that diagonal cracks will form from tne ends of the hooked meridional bars. The resistance. provided for the anchorage consists of the concrete plug, the weight of fill conc ete, the pressure acting on the mat, and vertical >LL bars wh'ch we=-" placed probably because of the two layered concrete pocz o the mat. The vertical OLL bars were no" considered very effective in increasing the anchorage capacity.

Discontinuity moments and shea s were'neglected in this analysis. The effects while resulting in very high s esses under elastic condit'ons are self relieving. Based upon the obez-vation of the reinforcing in the haunch of the cylinde and the liner "knuckle" detail, these ef ects should not have significant effects on the ultimate pressure load.

Zf the rebar were fully anchored into the mat the ultimate

~ ~ ~ I pressure would be 72 psig. Because of the anchorage detail used, the ultimate pressure is reduced to about 46 psig.

3.4 Ecpxipment Hatch 3.4.1 Hatch Cover The hatch cover is complicated by the personnel air Lo'ck and the fact that a splice was necessazy. Due to the complexity of the structure several mathematical models were examined. Zf the splicing detail acted as a beam the ultimate capacity would be limited to approximately 17.3 psig. However, if it is ass-ummed that the splice can t ansfer plate bending moments in full, tne ultimate pressure would approach that o" a 4" "hick circular plate, namely 52 psig. A check, of the splice; howeve, indica es that the ultimate would be limited to about 24 psig.

The hatch cover is located outside of the containment; therefore, the pressure will palace "he bo'ts in tension. The ultimate capacitv of these bolts is eau'valent to .53 psic.

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0 I 3.4.2 Containmen Rein orcement The concrete is thickned surrounding the equipment hatch and additional reinforcing is placed. The liner is thickned in accor-dance with the rule of area replacement.

A ailure mechnaism was assumed in wh'ch the hoop and meri-dional fore'es are carried by reinforced concrete beams .which are formed on each of four sides. The liner car ies considerable membrane force in both the hoon and meridional direction. The equipment hatch is located sufficiently above the elevation of the mat so that the.mer'dional foxces carried by the liner are trans-erred to the concrete wall above the elevation of the knuckle.

The ultimate pressure load for this case was calculated at 58 psic.

3.5 Personnel Air Lock

'3.5.1 General There are two personnel air locks for each containment struc-ture. One of the personnel air locks is incorporated i'nto the equipment hatch cover, while the other is independently anchored to the containment cvlindr'cal wall.

3.5.2 Air Lock Cover The hatch cover is a steel plate of a thickness o 1" with an access door rated at a design pressure of 18 psig. Sti fening plates around the door form part of structural xesistance to external pressure. An ultimate pressure was calculated as 40 psig; however, it should be established as 36 psig, twice the design capacity o the door.

As was the case for the equipment hatch, the bolting has greate capacity that the plate mater'l itself .

3.5.3 Containment Rein orcement A failure mechanism was assumed. similar to the equ'pment hatch opening. Nith the assumption that the 1'ner iq su==ic'en"ly anchored in mer'onal'di"ec ion, the ultimate p essu load w s

calculated's 64 psig.

3.5.4 Foundation Base Mat Considering that the mechanism described for the merid'onal anchorage of the conta'nment cylinder develops, the mat will not be loaded so as to cause large bending moments or shea" forces in the mat in the area conta'ned within the crane wall. This judge-ment is based upon the distribution of dead and operating loads of the internal s ructure.

3.5.'5 Crane Hall The crane wall is a reinforced concrete cylinde supported on the mat and rises to an elevation just above the springlines, for a height of about 115 ft. However an 80, segment is open which extends for the entire height except foi the top 35 ft.

which is a closed cylinder. Due to the opening, the crane wall cannot carry internal pressures by shell action. Horizon al tan-gential orces will develop at the sides of the opening, which will transfe reactions to the mat and to.the upper closure cylinde Using this mechanism for the purpose of analysis, the ultimate capacity was calculated as 16 psig.

3.5.6 Operating Deck The operating deck is an irregular slab which extends rom the walls surrounding the four steam generators, the pressu izer and the reactor cavity and instrumentation canal. Selecting a strip wh'ch appears to be critical by inspection, based upon one way action, the slab is very likely limited to a value not very different from the design value. It should be assumed that an ultimate pressure load of about 16 psi. is about all the capability that the operat'ng deck possesses.

3.5.7 P essurizer and Steam Generator ~enclosures By inspection it 'appears that 'these structu es will possess suff'cient capability to "esist an ultimate pressu"e wh'ch would

I be 22.5 respectively.

3. 5. 8 Aissile Shield 0,. ~ .

psig. the pressurizer and'the steam generator enclosures, This missile shield structure consists o= concrete blocks which are held together by bolted steel rods. A pressure capability of 55.5 psig. is stated in the PS'aterial. Without performing any analysis it would appear reasonable to take this v lue as ultimate pressure capability.

3.9 Small Penetrations Since pipe penetrations are designed for penetrations, pipe reac ions and thzustsi a11 these would have a high ultimate strength. Electrical penetzations might need further 'study; how-ever, even these should have a high ultimate strength, in resisting rupture.

" 3.10 Dynamic Effects En the event the internal pressure is rapidly developed, the dynam'c effects would chance the value of the ultimate pressure capability. As an illustration, the containment structure was idealized as a cylindrical shell. A fundamental period of T~1.6 sec and 1.3 sec was calculated in the hoop and vertical di ections, respectivelv. X+ the pressure excursion when alotted against time could be taken as an isosceles t iangle, the ultimate pressure would be close to the static value for time durations greater than 1.0 sec. However, assuming a ductility of 3.0, i time durations were less than 0.25 sec, the ultimate peak pressu e would be at least tK~ee times that o= the static value 'n the hoop di ection. Zn the I

meridional direction that ductilitv is limited due to fact tha a major portion o the resistance is dead load and the act that the postulated fa'ure mechanism "or the reba - anchorage would not be conside ed duct'le.

4. Summary and Conct.usion This review was u.".dertaken because pressuze exc~irsions mirht

n occur deu to hydrogen burning which exceeds'OCA. Howeve , the

'eview was confined to structural aspects only; furthermore, the eview was carried out using simplifying assumptions and judgment o= "he writer. Indeed a rigorous analys's would probably be imprac-t'cal considering the enormous comauter costs invo ved in a time deaendant non-elaqtic analysis. Such an.'analys's normally required for the design of containment structures is certainly not incon-siderable.

In general, the only load considered in combination with the internal pre-su e is dead loads.

Nevertheless, the information provided herein can provide guidance of fu ure directions and decisions.

In general, it appears that the limiting factor for the ultimate pressure capacity of the containment structure is at the major penetrations, particular3y the equipment hatch. If the nature o the pressure load is one of very short duration the net effect on the containment might be minimized due to 1onq period dynamic response of the containment st zcture to internal pressures.

The interior structures appear to be adequate to carry the differential pressures due to LOCA; however there is not a large excess margin if this would be needed.

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