ML19319D713

App 5F to Crystal River 3 & 4 PSAR, Reactor Bldg Instrumentation.

ML19319D713
Person / Time
Site:	Crystal River, 05000303
Issue date:	08/10/1967
From:	FLORIDA POWER CORP.
To:
References
NUDOCS 8003240715
Download: ML19319D713 (5)

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APPENDIX SF l

REACTOR BfTILDING INSTRUMENTATION f I

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O APPENDIX 5F b

REACTOR BUILDIUG INSTPE!ENTATION 1 STRUCTURAL PROOF TEST AND INSTRUMENTATION 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 below, this pressure test will pemit 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 inpose, insofar as practical with a static pressure test, maximum stresses on principal strength elements which are reasonably consistent with those stresses imposed 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 measurements vill 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 will be made. The pressure vill then be reduced to the specified value and cbservations made after a delay of at least ten (10) minutes to permit an

• adjustment of strains within the structure.

Because the structure is so large, displacement measurements (absolute or relative) can be made with precision and can be used as confirmation of previously calculated response. The test program vill further include a visual examination of the vessel during pressurization to observe defoma-tions and to demonstrate that no distortions occur of a significantly greater magnitude than those calculated in advance based upon the same analytical models used for the design of all structural elements for the loading com-binations defined in Appendix 5B " Design Program for Reactor Building."

1.3 MEASUREMENTS During the test at each specified pressure level a planned series of measure-ments and observations will be made at selected locations , generally as follows :

a. Radial displacements of the cylinder and girder at a minimum of five elevations and at a minimum of three azimuths , as shown in Fig. 5-6, in order to ascertain if the response is symmetrical and verify the estimated response due to average circumferential membrane stresses.

b. Vertical displacement of the cylinder at top relative to the founda-tion slab at a minimum 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 around the equipment access hatch opening, g

d. Strain of reinforcing bars near the concrete surface around the equipment access opening, cylinder to girder and girder to dome transition. Small access ports to selected reinforcing bars vill be left in the concrete so that strain gages can be mounted just prior to the structural test. These gages vill 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.

Following completion of the structural test the access ports vill 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 unaffected by geometric discontinuities. Redundancy in strain readings vill be accomplished by placing strain gage rosettes at several points about the penetration openings and by instrumenting approximately four penetrations which vill be subjected to similar loadings and restraints.

To determine 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, 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 will be the application of a strain indicating brittle lacquer to 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 following manner:

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

b. At selected locstione , the surface vill be white-washed for detailed measurements of spacing and width of cracks to verify that local strains are no*, excessive. These selected locations include:

1. Quadrant of reinforcing ring for large opening

2. Cylinder to girder and girder to dome transitions

3. The cylinder where circumferential membrane stresses are I maximum and where flexural stresses are maximum l b

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In addition, the movable (tcp) anchor heads of the tendons will be inspected

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for wires which have failed. A ruptured wire vill be readily evident, since the energy release upon rupture vill cause the wire to noticeably rise and remain loose. Also, a limited number of anchor heads will be coated with brittle lacquer to observe stress patterns.

Instrumentation for making these measurements will include dial gages , scales ,

and theodolites used to read prepositioned targets. All gages and targets will be installed immediately prior to the test. As presently contempleted, the locations of the targets , dial gages , etc. are depicted on Figure 5-T.

All measuring devices including theodolites and dial gages vill produce measure-ments of sufficient precision to ascertain satisfactory structural response.

For a theodolite located approximately 150 feet from the targets it will be possible to measure within 0.01 inches . For a maximum expected measurement i

of radial deflection of 0.22 inches , a precision of 0.02 inches (twice the ex-pected measuring accuracy) should be satisfactory. Where it is practical to use dial gages for greater accuracy, they vill be used to make displacement measurements .

2 ACCEPTAUCE CRITERIA Prior to the test, a table of predicted strain and deflection values based upon the same analytical model used in the design calculaticas vill be developed for an internal pressure of 63.3 psig (the pressure of the structural proof test) as well as those lower pressure levels used to take measurements. No f prediction vill be made as to the anticipated strain readings for the liner.

"' Values obtained, however, vill be analyzed and evaluated to detemine magnitude

' and direction of principal strains. If the test data include any displacements which are in excess of the predicted extremes , such discrepancies will require resolution including review of the design, evaluation of measurement errors and material variability, and conceivably, exploration of the structure. Prior to the test, maximum anticipated crack vidths will be predicted. If agr crack vidth occurring during the test are in excess of predicted values , such dis-crepancies must be satisfactorily resolved in a similar manner as for displace-ments.

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

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