ML20127M452

Containment Structural Evaluation for Pressure Capacity Summary Rept

ML20127M452
Person / Time
Site:	05200001
Issue date:	01/14/1993
From:	BECHTEL CORP.
To:
Shared Package
ML20127M438	List: ML20127M435 ML20127M452
References
RPRT-STRU-008, RPRT-STRU-008-R00, RPRT-STRU-8, RPRT-STRU-8-R, NUDOCS 9301280208
Download: ML20127M452 (9)

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ADVANCED BOILING WATER REACTOR Job No.18775 CONTAJNMENT STRUCTURAL EVALUATION FOR PRESSURE CAPACITY

SUMMARY

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ABWR CONTAINMENT ULTIMATE STRENGTH _ EVALUATION-

SUMMARY

REPORT-TABLE OF CONTENTS 1.

INTRODUCTION 1-y 2.

FINITE ELEMENT (FE) MODEL DESCRIPTION...................

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A N A LY S I S..........................................

3 4.

RESULTS...........................................

3' 5.

C O N C LU S I O N S.......................................

4 TABLE 1:.

Summary of Stresses and Strains TABLE 2:

Summary of Pressure Capabilitics of Various, Components of the RCCV

. TABLE 3:

"FINEL" Model ATTACHMENT 1

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ABWR - CONTAINMENT ULTIMATE STRENGTH EVALUATION

SUMMARY

REPORT 1.

INTRODUC_T10fl This report summarizes the ultimate strength evaluation of the Reinforced Concrete Containrnent Vessel (RCCV) for the Advanced Boiling Water Reactor (ABWR). Bechtel proprietary computer code "FINEL" was used for evaluation of the axisymmetrical components of the RCCV. Attachment 1 gives brief description of the "FINEL" program.

2.

FINITE ELfLMENT (FF) MODEL DESCRIPTION The containment and the contairement internal structures are axisymmetric while the RCCV top slab together with the reinforced concrete girders even though not axisymmetric, are idealized and included in the axisymmetrical model. Solid elements are used to represent the girders at the top of the RCCV, approximating the stiffness of the actual structure.

For simplicity, the Reactor Pressure Vessel (RPV), the reactor building outside of the RCCV and superstructure above the operating floor, are not modeled. To represent the restraining effects of the floors outside the containment, horizontal restraining elements are used with pseudo material properties. The model includes concrete elements, the reinforcing steel, the l

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steel liner plato of the drywell and the wetwell and the diaphragm floor structures and the structural stect elements used for the pedestal.

The model consists of 868 nodal points and 1280 elements. 448 elements are with unidirectional stiffness representing robar, whereas 832 elements are isotropic, representing stool, concrete, and soil. The soil below the foundation mat was modeled to a depth of 50.0m and to a radius of 76.0m.

See Figure 1 for the model.

The FINEL computer program permits the specification of bi-linear, brittle or ductile material properties. The concreto and soil elements are specified to have brittle properties such that they are strong in compression and weak in =

tension. The steel plate elements and the rebar elements are specified to have ductile material proporties with the same-strength in tension and compression. The capability of the FINEL program to accommodate ductile and brittle material behaviors permits both concrete cracking and yielding of steel and rebar. This allows the program to consider redistribution of forces throughout the structure due to the non-linear behavior.

Reinforcing steel used in the FINEL model is based on the structural design shown in the design drawings included'in the SSAR.

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ANALYSIS The FE model was run for three different load conditions shown in Table 1.

1.

Structural Integrity Test 1 (SIT-1), with 52 psig pressure in the drywell and wetwell (RCCV).

2.

Structural !ntegrity Test 2 (SIT-2), with 45 psig pressure in the drywell-and 20 psig in the wetwell.

3.

Four times design pressure (4 Pa), with 180 psig pressure in the RCCV.

S Since FINEL performs non-linear analysis, it is necessary to apply simultaneously all loads of a loading combination. The-program utilizes' a stepwise linear iteration technique. The first cycle ~ results are of clastic analysis. Based upon results of the first cycle, stiffnesses of all elements are adjusted by the program prior to the next iteration cycle, 4.

RESU1LS 4.1 Table 1 summarizes analytical results for various loading conditions. The results are shown in terms of maximum rebar stresses, concrete stresses, liner strains and structural deformations.

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4.2 Table 2 lists calculated pressuro capabilities of the various components of-the RCCV based on extrapolation of the analytical results for Level "C" allowablo stresses and the ultimato capacity.

However, it should be recognized that the extrapolation of results gives only approximate values beyond the analyzed values.

5.

CONCt.USIONS 5.1 Axisymmetric Components of RCCV Based on the FINEL analysis, it can be concluded that the RCCV (other than top slab and drywell head), as designed based on ASME Section ll1 Division 2 code requirements, can withstand an internal pressure of 180 psig i.e.,

four times the design pressure, with the stresses and strains in the rebar, liner plate and concrete within the code allowable limits. Pressure capability was extrapolated to be 198 psig for level "C" allowables and was found to be governed by wetwell wall (sco Tablo 2).-

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52 RCCV Top Slab The "FINEL" analysis results are not applicable for the top stab, as it is not an axisymmetric component. Based on extrapolation of etactic "STARD analysis results, it was found that the top slab has pressure capabilit psig based on level "C" allowable stresses and is governed by the 164 supporting pool girders' strength. However,it should be recognized th i

lt value could be somewhat different, based on in-clastic analys s resu s.

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TABLE 'l SLYMARY OF STRESSES AN3 STRA]NS MAX.

CCMPOWENT REBAR STRESSES /

MAX 1RN RADIAL LOADikG CASE REBAR STRESS /

L1EER STRAIN CONCRETE ALLOWABLE STRESSES (KSI)

DEFL.9 CCHP.

STRESS /

WETWELL DRYWELL BASEFAT 01APHRG.

WET-ALLOW. STRESS VELL I P.D.fP.W.

MERID.

HOOP TEMS.

COMP.

ALLOW.STR WD.

TITLE PSI PSI

'KSI KS1 IN/IH IN/IN KS1 MER.

N00P MER.

H30P RAD.

HDOP

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HOOP IN.

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SIT-1 52.0 52.0 11.5 12.0

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.56 11.5 12.0 6.2 5.1 4.0 4.4 10.9 6.2

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-2.40 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 l

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.54 6.0 4.5 2.9 3.3 3.8 4.0 8.8 3.8

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180.0 180.0 40.3 49.0

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.68 40.3 49.0 29.1 13.6 12.2 10.8 33.4 18.6

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-3.40 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 l

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SUMMARY

OF PRESSURE CAPA31LITIES Of VARIOUS COMPONENTS OF THE RCCV 2

PRESSURE CAPABILITY (P51G)

CATER 0 RIES (CRITERIA).

STRUCTURAL COMPOWENT LEVEL C ULTIMATE WETWELL 198 249 UPPER DRYWELL 334

>-371 BASEMAT 638-885.

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TOP SLAB 164 The pressure cepability shown.for the'P.CCV top slab-

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Wich is a non-axisynenetric portion of'the RCCV, is calculated based on extrapolation of elastic STARDYNE 1

analysis results. Pressure value 164 pais is governed by the pool girders,. pressure capacity of.the rein-forcing of the top slab is;178 psig.

Ultimate capability has been calculated based on re-bars at both faces "of a cross section reaching yield:

stressv (Greater than)' sign snenns that rebar on only onw face -

of. the section reached yield, 'and the ultimate capac-:---

Ity will be higher then the value indicated.:

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FIGURE 1 FINEL M00EL

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Finite Element Program for Cracking Analysis (FiWEL)

Descriotion FINEL is a proprietary computer program of Bechtcl Power Corporation, San Francisco, California. The FINEL program performs a static analysis of stresses and strains in plane and axisymmetric structures by the finite element method.

The program performs the non linear static analysis utilizing a stepwise linear iteration solution technique. Nthin each solution cycle, status of all elements is determined and their stiffness adjusted by the program prior to the next iteration cycle. The Von Mises yield criterion is used to determine the status of all ductile materials and brittle materials which are in compression. A ductile material is assumed to yield in all directions when the yield criterion is exceeded. A brittic material is assumed to be cracked in the direction in which the maximum principal stress exceeds the specified tensile stress. The modulus of clasticity for each material is adjusted for the next solution cycle to conform to the secant modulus correspondingto the calculated strain in the element following the bilinear stress strain relationship specified. The numerical algorithm assumes that the state of stress which exists when the converged solution is achieved is independent'of the stress history of the loading.

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Extent of Acolication This proGrarn is used for the static load analysis of the reactor building 'and containment to determine stresses and strains in the various structural elements and resultant forces and moments at selected sections.

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