ML19309C566

App 5F to TMI-1 PSAR, Reactor Bldg Instrumentation. Includes Revisions 1-11

ML19309C566
Person / Time
Site:	Three Mile Island
Issue date:	05/01/1967
From:	JERSEY CENTRAL POWER & LIGHT CO., METROPOLITAN EDISON CO.
To:
References
NUDOCS 8004080798
Download: ML19309C566 (3)

Text

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APPENDIX 5F REACTOR SUILDING LSTRUMENTATION 1 STRUCTURAL PRCOF TEST ANL INSTRUME3TATION 1.1 PURPOSE Because of the importance of the containment structure to public safety, its integrity vill be verified by a pressure test. As described belev, this pressure test vill pe mit verification that the structural response of the principal strength elements is consistent with the design. The test pressure level vill be 63 3 psig (115 per cent of the design pressure). This pressure level is selected so as to i= pose, insofar as practical with a static pressur test, =axi=u= stresses on principal strength elements which are reasonably consistent with those stresses i= posed by a loss-of-coolant accident and the design earthquake.

1.2 GENERAL DESCRIPTION The pressurization of the vessel vill be done at 5 psi increments. Readings and =easurements will be taken at 35 psig, h5 psig, 55 psig and the final test pressure of 63.3 psig. Except for the final pressure level, the vessel pressure vill always be increased 1 psi above the level at which measurements vill be made. The pressure vill then be reduced to the specified value and observations =ade after a delay of at least ten (10) =inutes to pemit an adjustment of strains within the structure. ~

v Because the structure is so large, displace =ent measure =ents (absolute or relative) can be =ade with precision and can be used as confir=ation of previously cal:ulated response. The test progra= will further include a visual exa=ination of the vessel during pressurization to observe defoma-tion and to de=enstrate that no distortions occur of a significantly greater me, . tude than those ellculated in advance based upon the same analytical

=odels used for the design of all structural elements for the loading ccc-binations defined in Appendix 5B " Design Progrs= for Reactor Building."

1.3 MEASUREMENTS During the test at each specified pressure level a planned series of c.easure-

=ents and ebeervations vill be =ade at selected locations , generally as follo'

a. Radial displacements of the cylinder and girder at a minimum of fiv elevations and at a minimum of threer azi=uths , as shown in Fig. 5-6 in order to ascertain if the response is sy==etrical and verify the esti=ated response due to average ciret:tferential =e=brane stresses

b. Vertical displacement of the cylinder at . top relative to the founda-tion slab at a minimu= of three azimuths to determine the vertical elongation of the side vall and average tendon strains.

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c. Horizontal and vertical displacements of the reinforcing ring arcund the equipment access hatch openins,

d. Strain of reinforcing bars near the concrete surface around the equipment access opening, cylinder to girder and girder to dcme transition. Small access ports to selected reinforcing bars will be left in the concrete so that strain gauges can be mounted just prior to the structural test. These gauges will be provided only in those places where this limited exposure of the steel reinforce-ment is not injurious to the behavior of the structure under test.

Folleving completion of the structural test the access ports will be sealed.

e. The liner vill be instrumented with electrical resistance strain gages in the region of several typical penetrations as well as a region umstfected by cecmetric discentinuities. Redundancy in strain readings will be accomplished by placing strain gage rosettes at several points about the penetration openings and by instrumenting apprcxi=ately four penetrations which will be subjected to similar loadings and restraints.

To detemine principal stresses , in magnitude and direction, gages employed vill be in the form of 120 degree rosettes. In order to ensure correct functioning of the gages which have to contend with possible accidental damage and to minimize zero drift under effec-tively open-air conditions for periods in the order of 36 hours4.166667e-4 days <br />0.01 hours <br />5.952381e-5 weeks <br />1.3698e-5 months <br /> ,

a technique for gage encapsulation vill be studied. This has pre-viously been shown to provide protection against physical damage, g

and at the same time, by virtue of its moisture proofing properities ensures stability of insulation resistence under varying atmosphere conditions. Associated with the gages vill be the application of a strain indicating brittle lacquer of qualitatively augment the local values indicated by the gages and to show the existence of a symmet-rical, or otherwise, overall stress pattern.

In addition, to displacement data, cracks in the concrete vill be observed in the folleving marner:

a. The vessel vill be visually inspected for cracks and crack patterns.

b. At selected locations the surface vill be white-washed for detailed measurements of spacing and width of cracks to verify that local strains are not exce ssive. These selected locations include:

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1. Quadrant of reinforcing ring for large opening

( 2. Cylinder to girder and girder to dcme transitions

3. The cylinder where circumferential membrane stresses are

=axi=um and where flexural stresses are maximum l

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G In addition, the movable (top) anchor heads of the tendons vill be inspected for vires which have failed. A ruptured wire vill be readily evident since the energy release upon rupture vill cause the wire to noticeably rise and q re=ain loose. Also a limited nu=ber of anchor heads vill be coated with I brittle lacquer to observe stress patterns , i Instrumentation for making these measurements vill include dial gages , scales and theodolites used to read prepositioned targets. All gages and targets vill be installed i==ediately prior to the test. As presently contempleted, the locations of tne targets , dial gages , etc. are depicted on Figure 5-6.

All measuring devices including theodolites and dial gages will produce measu

=ents of sufficient precision to ascertain satisfactory structural response.

For a theodolite located approximately 150 feet from the targets it vill be possible to measure within 0.01 inches. For a =aximus expected =easurement of radial deflection of 0.22 inches a precision of 0.02 inches (twice the ex-rected measuring accuracy) should be satisfactory. Where it is practical to use dial gages for greater accuracy, they vill be used to =ake displacement measure =ents .

2 ACCEPTANCE CRITERIA 4

H Prior to the test, a table of predicted strain and deflection vaanes based upon the same analytical =odel used in the design calculations vill be develo-for an internal pr essure of 63.3 psig, the pressure of the structural proof test, as well as .ose lover pressure levels used to take measurements. No prediction vill be made as to the anticipated strain readings for the liner. '

Values obtained, however, vill be analyzed and evaluated to detemine magnitu -

and direction of principal strains. If the test data include any displacemen-which are in excess of the predicted extremes, such discrepancies will requir resolution including review of the design, evaluation of =easurement errors and =aterial variability, and conceivably, exploration of the st'ructure. Pri-to the test maximum anticipated crack vidths vill be predicted. If any crack

• widths occurring during the test are in excess of predicted values , such dis-crepancies must be satisfactorily resolved in a similar manner as for displac cents.

The objective of the final testing pregram, which is now being studied, is to produce data which when evaluated vill result in a reliable confirmation of the response of the structure.

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