ML18025A666

Structural Integrity Test Report Containment Structure Unit 1

ML18025A666
Person / Time
Site:	Susquehanna
Issue date:	02/28/1978
From:	Bechtel Power Corp
To:	Office of Nuclear Reactor Regulation
References
Download: ML18025A666 (276)

Text

STEAM EiLECVR/C 8747/GM PENNSYLVANIA PC3WER a LIGHT COMPANY Allentown, Pennsylvania STFIlUCTURAL INTEGRITY TEST REPORT CONTAINMENTSTRUCTURE UNfT il

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TABLE OF CONTENTS PAGE NO.

LIST OF FIGURES

1. INTRODUCTION

2.

SUMMARY

AND CONCLUSIONS 3., DESCRIPTION OF CONTAINMENT STRUCTURE 4

4. TEST PLAN AND PROCEDURES 4.1 Test Plan 4.2 Test Procedures 4.3 Calibration 4.4 Estimated Accuracy of Measurements

5. TEST RESULTS 17 5.1 Containment Structure Deformations 5.2 Containment Structure Strains 5.3 Comparison of Test Results with Predictions 5.4 Margin of Safety 5.5 Base Slab Deflections 5.6 Surface Coficrete Cracks 5.7 Post-Test Inspection REF ERENC ES Appendices

l. Evaluation of Unresolved Items in NRC Inspection Report 50-387/77-01

2. Extensometer,,dial gage, and strain gage data

3. Specification for Structural Integrity Test, 8856-C-44

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LIST OF FIGURES FIGURE 3-1 Containment Structure 4-1 Pressurization Schedule 4-2 Concrete Strain Sensor Locations - Typical Section Az 225'oncrete 4-3 Strain Sensor Locations Equipment Hatch 9 Az 3154 4-4 Extensometer and Temperature Sensor Locations (Except Equipment Hatch) 4-5 Extensometer and Temperature Sensor Locations at Equipment Hatch 0 Az 315'-6 Extensometer Installation and Operation 4-7 Locations of Concrete Surface Crack Mapping Areas 5-1 Radial Deformation vs Test Pressure for Extensom-eters Rl Through R6 5-2 Radial Deformation vs Test Pressure for Extensom-eters R7 Through R12 5-3 Radial Deformation vs Test Pressure for Extensom-eters R13 Through R18 Radial Deformation vs Test Pressure for Extensom-eters R19 Through R24 5-5 Radial Deformation vs Test Pressure for Extensom-eters R25 Through R30 5-.6 Comparison of Typical Radial Extensometer Measure-ments at Mid-height of Suppression Chamber with Predicted Deflection 5-7 Comparison of Typical Extensometer Measurements at Mid-height of Drywell 'with Predicted Deflection 5-8 Radial Deformations at Mid-height of Suppression Chamber for 30 psig and 61 psig 5-9 Radial Deformations at Mid-height of Drywell for 30 .psig and 61 psig 5-10 Vertical Extension vs Test Pressure for Extensom-eters Vl Through V6 I 11

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FIGURE 5-11 Vertical Extension vs Test Pressure for Extensom-eters V7 Through V12 5-12 Vertical Extension vs Test Pressure for Extensom-eters V13 Through V18 5-13 Vertical Extension vs Test Pressure for Extensom-eters V19 through V24 5-14 Comparison of Typical Vertical Extensometer Measure-ments in Suppression Chamber with Predictions 5-15 Comparison of Typical Vertical Extensometer Measure-ments in Drywell with Predictions 5-16 .Radial Deformations Above and Below Equipment Hatch 5-17 Radial Deformations on Either Side of Equipment Hatch 5-18 Deformations Across the Horizontal and Vertical Diameters of the Equipment Hatch 5-19 Comparison of Deformation Above and Below'quip-ment Hatch with Typical Deformation Away From Equipment Hatch at 30 psig 5-20 Comparison of Deformation Above and Below Equip-ment Hatch with Typical Deformation Away From Equipment Hatch at 61 psig 5-21 Comparison of Deformation Above and Below Equip-ment Hatch with Typical Deformation Away From Equipment Hatch at 28.2 psig 5-22 Comparison of Deformation Above and Below Equip-ment Hatch with Typical Deformation Away From Equipment Hatch at 61 psig in .the Drywell and 28.2 psig in the Suppression Chamber 5-23 Comparison of Deformation on Either Side of Equip-ment Hatch with Typical Deformation Away From Equipment Hatch and with Predicted Deformation at 61 psig Comparison of Radial Deformation Calculated From Measured Hoop Strains at Elevation 662'-0" With Radial Deformations Measured With Extensometers at Elevation 660'-0"

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5-25 Comparison of Radial Deformation Calculated From Measured Hoop Strains at Elevation 673'-10" With Radial Deformations Measured With Extensometers at 674'-0" 5-26 Comparison. of Radial Deformation Calculated From Measured Hoop Strains at Elevation 705'-5" With Radial Deformations Measured With Extensometers at Elevation 705'-0" 5-27 Comparison of Radial Deformation Calculated From Measured Hoop Strains at Elevation 747'-7" With Radial Deformations Measured With Extensometers at Elevation 747'-4" 5-28 Comparison of Radial Deformation Calculated From Measured Hoop Strains at Elevatin 786'-0" With Radial Deformations Measured with Extensometers at Elevation 789 '-9" 5-29 Plot of Predicted and Measured Meridional Strains vs. Test Pressure for Outside of Suppression Chamber Wall at Mid-height 5-30 Plot of Predicted and Measured'oop Strains vs Test Pressure for Outside of Suppression Chamber Wall at Mid-height 5-31 Plot of Predicted and Measured Meridional Strains vs Test Pressure for Outside of Drywell.Wall at Mid-height 5-32 Plot of Predicted and Measured Hoop Strains vs Test Pressure for Outside of Drywell Wall at Mid-height, 5-33 Comparison of Radial Deformations Calculated From Hoop Strains, Radial Deformations Measured With Extensometers and Predicted Radial Deformations at 30 psig 5-34 Compar ison o f Radial De formations Calculated From.

Hoop Strains, Radial Deformations Measured With Extensometers, and Predicted Radial Deformations at 61 psig 5-35 Deformation of Base Slab at 61 psig 5-36 Surface Concrete Cracks Observed in Crack Mapping Area No. 2

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FIGURE 5-37 Surface Concrete Cracks Observed in Crack Mapping Area No. 4 5-38 Surface Concrete Cracks<Observed in Crack Mapping Area No. 6L 5-39 Comparison of Vertical Extension Measured by Ex-tensometers V22 and.V23 With Vertical Extensions Measured by Extensometers V19 Through V21 and V24 5-40 Comparison of Radial Deformations Measured by Dial Gages and Extensometers at Similar Elevations and Azimuths

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1. INTRODUCTION The Susquehanna Steam Electric Station's unit one primary containment was subjected to the structural acceptance test during the period of January 15 and 16, 1977. The purpose of the test was to demonstrate the structure's ability to withstand the postulated pressure loads by pressurizing to 115 percent of its design pressures.

it The containment is a reinforced concrete structure consist-ing of a cylindrical suppression chamber beneath a conical drywell. The structure is considered to be a prototype for three reasons (see Reference 1): (1) the diaphragm slab separating the,two chambers is connected to the wall; (2) diagonal reinforcement was used; and (3) the drywell dome is no t spherical. In order to gain information for futur e sim-ilar containments, strain sensing devices were embedded at various locations in the structure so that strains could be monitored during the test. Deformations were also monitored and the relation between strain and deformation is discussed in this report.

The test was done in accordance with Reference 1 with the following six exceptions: P

1) A continuous increase in containment pressure, rather than incremental pressure increases, was used. This is considered justifiable since data observations at each pressure level were made rapidly. "Rapidly" is defined as requiring a time interval for the data point sample sufficiently short so that the change in pressure during the observation would cause a change in structural response of less than five percent of the total antici-pated change. Also, the maximum rate of pressurization was limited to 3 psig/hour to ensure that the. structure responded to the pressure load without any time lag.

2) The distribution of measuring points for monitoring radial deflections was selected so that the as-built condition could be considered in the assessment of the general shell response. In general, the locations of measuring points for radial deflections was in agreement with Ref-erence 1, f igure B, except point 1. Point 1 was provided at a distance of two times the wall thickness (12 feet) from the base mat. This variation was made to properly predict the containment behavior near the base mat to wall connection. If point 1 had been located at a height of three times the wall thickness (18 feet), it would have been very close to point 2 (suppression chamber wall midheight is 26 feet) and would not have yielded any. addi-tional behavior pattern of the containment.

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3) Some of the strain gage instrumentation was farther fr'om the equipment hatch than 0.5 times the wall thickness (3 feet) as required by Reference l, pararaph C.5. This was necessary in order to clear reinforcement and is con-sidered justifiable since the intent of the Regulatory Guide was met; i.e., to demonstrate the structural inte-grity of the containment.

4) Tangential deflections of the containment wall adjacent to the equipment hatch were not measured because the pre-dicted values of tangential deflection were very small and it would have been difficult to obtain fixed reference points for measurement of local tangential deflections.

5) Because of the current state of the art, triaxial concrete strain measurements, while taken, were not used to eval-uate the concrete strain distribution. The concrete strain was evaluated using linear strain measurements in the meridional and hoop directions.

6) Humidity inside the containment was not measured during the test 'since the structure.

it does not contr ibute to the response of

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SUMMARY

AND CONCLUSIONS The containment structure withstood 115 percent of the design pressures with no indication of structural distress. All measured deformations were less than the predicted values.

At various stages of pressurization, concrete cracks were mapped in 'six areas considered to be the most susceptible to cracking. The largest crack found was 0.032 inches. wide I and the largest change in a crack's width was 0.015 inches or less.

A comparison of measured deflection and deflection computed from strains shows that the strain'ages were generally accu-rate until the surrounding concrete cracked. After cracking, strain data indicated much larger deflections than were meas-ured with extensometers and dial gauges. However, even the largest strain measured (940 x 10 6) indicates a reinforcing steel stress of less than 28 ksi.

The results of the structural acceptance test provide direct experimental evidence that the containment structure is cap-able of containing the design pressures with a sufficient margin of safety.

I 3 ~ DESCRIPTION OF CONTAINMENT STRUCTURE The containment (see figure 3-1) is a reinforced concrete structure consisting of a cylindrical suppression chamber beneath a conical drywell chamber. The two chambers are separated by a concrete diaphragm slab and the drywell is covered with an ellipsoidal steel dome. The entire interior surface of the containment is covered with a 1/4 inch thick welded ASTM A 285 Grade A steel liner plate which serves as a leak tight membrane.

The main reinforcement is made up entirely of 418 bars. The reinforcement pattern in the diaphragm slab and base mat con-sists of hoop and radial bars in the top and bottom of each slab. The reinforcement pattern in the outer wall includes two layers of meridional bars and one layer of hoops near the inner surface of the walls and two layers of hoop bars, one 1 ayer o f mer id ional bar s and two layer s o f d iagonal s near the outer sur face.

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EL. 640'-3" HORIZONTAL SECTION THROUGH 7'-9" CONTAINMENT STRUCTURE 8 EL. 724'-1" R 30'-0" '=44'-0" 6'-0" D=100'-00 SECTION A-A FIGURE 3-1 CONTAINMENT STRUCTURE

I 4 ~ TEST PIAN AND PROCEDURES The containment was pressurized to 61.2 psig (115% of design pressure plus tolerance) in both chambers and to 33.1 psi differential pressure (115% of design differential'lus tol-erance) between chambers to demonstrate structural integrity.

Concrete strain, containment deformation and concrete surface crack development were monitored to assess the structural response of the containment to internal pressure load.

4.1 Test Plan Pressurization The containment was pneumatically pressurized as shown in Figure 4-1. Pressurization rate was limited to 3 psi/hour to allow reasonable development of potential time dependent concrete response to the imposed load. Depressurization rate was not limited. The differential pressure was attained by first reducing the pressure in both chambers to 28.1 psig and subsequently increasing drywell pressure to 61.2 psig.

This sequence permitted closer control of the maximum differ-ential pressure across the diaphragm slab. The vent dow-comers and other pipes connecting the two chambers were capped to allow imposition of the differential pressure.

Concrete Strain Strain in the concrete was transduced by embedded instrumen-tation located as shown in Figures 4-2 and 4-3. The devices resistance strain gages bonded to No. 4 rein-embed-'ed forcing bars and Carlson strain meters - were arrayed to measure circumferential and meridional components of strain at the inner and outer reinforcing curtain groups. Other devices were located to measure the helical strain component at the outer reinforcing curtain and the diagonal component of strain near the wall mid-plane in regions of high trans-verse. shear. The embedded devices transduced average con-crete strain over relatively short distances (10 inches for the Carlson strain meters and 18 inches plus bond development length for the No. 4 bars compared with 10'-9" development length for a 018 reinforcing bar - see References 3, section 12.5 and 2, section 2.5.2). Consequently, device response after concrete cracking would not necessarily approximate that of the primary reinforcing steel.

Containment Deformation The radial and vertical deformations of the containment were measured using taut wire extensometers and dial indicators located as shown in Figures 4-4 and 4-5. The remotely moni-tored taut wire extensometers were located both inside and outside of the containment. The visually monitored dial indi-cators were located only on the outside. Radial deformations

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of the containment were referenced to internal and external structures which were not expected to move in response to either pressure or short term temperature changes. Vertical deformations were measured as relative movement between the top of cone, diaphragm'slab and base mat. The installation and operation of the taut wire extensometers is illustrated schematically in Figure 4-6.

Concrete Surface Surveillance The exterior surface of the concrete was examined for crack development in the'reas shown in Figure 4-7. Crack examin-ation was visual using 7X magnifiers to measure crack width.

The examination areas were marked in one foot squares (vary-ing size circular segments on the equipment hatch area) by chalk lines to facilitate thorough coverage by examination personnel. Concrete cracks exceeding 0.01 inches in width were noted and recorded.

Other Measurements The following additional parameters were measured during the test using the equipment and instrumentation noted.

o Drywell and suppression chamber pressure - mechanical bourdon tube pressure gages o Drywell and suppression chamber temperature - resistance temperature detectors (RTD) located as shown in Figures 4-4 and 4-5.

o Barometric pressure aneroid barometer o Outdoor wetbulb and drybulb temperature (with a notation on general atmospheric conditions)-fluid column thermom-eters, dial thermometer and 100 ohm copper RTD o Date and time of day - digital clock incorporated into the data acquisition system described below.

Data Ac uisition Concrete strain and taut wire extensometer data were recorded using a scanning digital data acquisition system (DAS) with a 3 channel per second scan rate. The system incorporated a digital clock with day hour minute resolution and a paper tape. printer. A complete DAS record consisted of a day-time of day header followed by a sequential listing of channel numbers and raw voltage data. Containment pressure, dial indicator readings, barometric pressure and all temperatures were recorded manually. The RTD resistances were measured using a digital volt-ohm meter. Concrete surface examination data were also recorded manually.

4.2 Test Procedures Detailed test procedures are listed in the Appendix and sum-marized below.

Pretest Pre arations Prior to the start of pressurization all measuring devices were installed and operationally checked. Containment closure and other necessary construction activities. were completed as required by an extensive punchlist. The suppression chamber was filled with water to El. 672 to provide the design hydro-static pressure loading on the suppression chamber wall.

Initial Data To assess the stability of the instrumentation installed to measure containment response, concrete strain and taut wire extensometer data were recorded at three hour intervals for .

18 hours2.083333e-4 days <br />0.005 hours <br />2.97619e-5 weeks <br />6.849e-6 months <br /> prior to the start of pressurization. Pressuriza-tion was commenced when the pretest data had been evaluated and the instrumentation determined to be stable.

Test Measurements Strain and taut wire extensometer data were recorded immedi-ately prior to the start of pressurization; at drywell pres-sure increments and decrements of 5 psi; at the beginning of, end of and one hour intervals during all constant pressure hold periods and upon completion of final depressurization.

Containment pressure, time, temperature and barometric pres-sure data were'recorded at the same times. Concrete surface surveillance areas were examined prior to the start of pres-surization, at 30 and 61.2 psig during initial pressuriza-tion, at maximum differential pressure and following the completion of final depressurization. Dial indicator read-ings were recorded at the same pressure levels as crack development data.

Post Test Stabilit Data Following the completion of final depressurization, strain and taut wire extensometer data were recorded at four hour intervals for 24 and 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br />, respectively, to assess the post test stability of the instrumentation. I Data Monitorin During initial pressurization and differential pressurization selected data were reduced to strains and deformations and evaluated to insure that the containment was responding to the pressur'e load in an acceptable manner. Following the comple-tion of depressurization, all data were reviewed for sufficiency and credibility.

4. 3 Cal ibr ation All measuring devices except the magnifiers used for concrete surface crack inspection were calibrated on an individual or lot basis. The taut wire extensometer sensing units, ther-mometers (except RTD's), dial indicators, Carlson barometer, pressure gages and digital indicators were strain'eters, to the National Bureau of Standards.

tif individually calibrated using instr uments cer ied traceable Resistance strain gages on No. 4 reinforcing bars and 100 ohm copper RTD's were lot calibrated by the manufacturers.

4. 4 Estimated Accuracy of Measurements The following estimates of measurement error are based on calibration data, equipment specifications, computation of small errors not corrected in data reduction, judgement con-cerning reading errors and data stability records.

Drywell and suppression chamber pressures - + 0.2 psig Concrete strain (elongati'on of sensor) 5% of measured strain + 20 microstrain Containment deformation - 4% of measured deformation

+ .Ol inches Containment temperature - + 2' Concrete crack width - + .005 inches

2103 HRS 2303 HRS 61.26 PSIG r- ~

1600 HRS 1707 HRS 61.26 PSIG DRYWELL PRESSURE Q

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30 2L1 PSIG 0166 HRS ~ r SUPPRESSION CHAMBER PRESSURE 0266 HRS 10 2316 HR 12 16 20 24 12 16 JAN. 16, 1877 JAIL 16, 1977 TIME {HOURS)

FIGURE 4.1 PRESSURIZATION SCHEDULE

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CONCRETE STRAIN SENSOR LOCATIONS TYPICAL SECTION O AZ. 2250

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~FIGURE CONCRETE STRAIN SENSOR LOCATIONS EQUIPMENT HATCH 6 AZ 316

EXTENSOMETER {TYP)

RTD (TYP) 0 EL 789'" UNO R25 0 48o R26 Cl 102o R27 0 162o EL 790' RZS 0 229o55'L 79O-1" R29 0 282 R30 0 348o EL 790..7 5 COAe~44 RTD 1 0102o

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POINT (1) MAGNETIC ATTACHMENTTO RPV OR LINEA PLATE TURNBUCKLE FOR LVDT CORE

.050 DIA INVAR ADJUSTMENT WIRE (THERMAL EXPANSION UNIVEASALSWIVEL COEFFICIENT 7x10'7/ F)

CRIMP SLEEVE LVDT CORE LINEAR VARIABLE DIFFERENTIAL TRANSFORMER (LVDT) (1" LINEAR STROKE) COIL HOUSING SENSING UNIT OUTER CASE SPRING-TENSION OVER UNIT OP ERATING RANGE

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WELDED'TTACHMENT TO DRYWELL LINER OPERATION:

IN OPEAATION, SPRING MAINTAINSAPPROXIMATELY CONSTANT TENSION (18LB)

ON WIRE. SPRING RATE IS ABOUT 2 LB/IN. ELECTRICAL OUTPUT OF LVDT IS LINEARLY RELATED TO POSITION OF CORE IN COIL HOUSING ANO THEREFORE LINEARLY RELATED TO CHANGE IN DISTANCE BETWEEN POINTS (1) AND (2)

FIGURE 46 EXTENSOMETER INSTALLATIONANO OFERATION

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1'-3 5/16" GRID LOCATION TYP-SEE DETAIL 1 El 779'-0" 6 SP O 1'4I" 3'-6" Q 0'-7 3/4 316o EL. 738'0" EL 724'1" EQUIPMENT 5'W HATCH EQUIP. HATCH EL 698'-6" EL 673'0" Qt+tt

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5. TEST RESULTS The results of the structural acceptance test provide direct experimental evidence that the containment structure can contain the design, internal pressure with an ample margin of safety. The test data confirm that the analytical methods and assumptions used to predict the deformations due to pressure are valid though very conservative. No large cracks opened during the test and an inspection after the test re-vealed no structural 'damage (the diaphragm slab liner plate was deformed locally, as will be discussed later, but this did not endanger the integrity of the structure) .

5.1 Containment Structure Deformations Radial Deformations measured by the radial extensometers are plotted in figures 5-1 through 5-5, In each figure the lower plot is of test pressure versus. time and the upper plot shows the range of radial deformations due to the corresponding pressure shown in the lower plot. Figures 5-3 and 5-5 show the defor-mation curves of extensometers R-13 and R-29 respectively in addition to the ranges of defor'mations obtained from the other extensometers. From these figures it may be concluded that de-formations measured by R-13 and R-29 were not reliable. Figures 5-6 and 5-7 show typical radial extensometer readings and figures 5-8 and 5-9 show radial deformation vs azimuth.

Vertical Deformations measured by the vertical extensometers are plotted in figures 5-10 through 5-13. Again, the upper plot shows the range of deformations. In figures 5-10 through 5-12 however, there are two ranges shown in the upper. plot. One range is for even numbered gages and the other range is for odd numbered gages. Even numbered gages were anchored to the decking under the diaphragm slab. Odd numbered gages were anchored to the bottom of wide flange beams. The two ranges were shown to lustrate the difference in behavior. In figure 5-13 the defor-il-mation curves for extensometers V-22 and V-23 are shown in addi-tion to the range of the other extensometers. From this curve it may be seen that deformations measured by these two devices were not accurate. Extensometer V-22 measured large deforma-tions because it was anchored to the sump liner plate which was deformed during the test. V-23 was anchored to the liner plate where a void existed beneath the plate, thus accounting for the large deformations measured by that device. Figures 5-14 and 5-15 show typical vertical extensometer measurements.

E ui ment Hatch Measured and predicted deformations around the equipment hatch for various pressures are tabulated in figures 5-16 through 5-18. Figures 5-19 through 5-22 compare the deformations I

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measured above and below the hatch with "typical" deformations (i.e. deformations away from the hatch). Figure 5-23 compares predicted deformations on either side of the hatch with measured and typical deformations at 61 psig.

5.2 Containment Structure Strains Strain sensing devices were embedded in the structure at various locations so that strains could be monitored during the test. Figures 5-24 through 5-28 show radial deforma-tions computed from hoop strains and a range of radial defor-mations obtained from extensometers at approximately the same elevations. Assuming the extensometer measurements to be accurate (see figure 5-40 for comparison of extensometer and dial gage readings) the strain gages are seen to be accurate up to at least 30 psig. After 30 psig, concrete begins cracking and the strain measurements increase rapidly.

Just above the diaphragm slab the deformations calculated from strain gage data seem to be high at low test pressures and then they are accurate at maximum test pressure. This apparent anomaly is due to the fact that the deformations are extremely small there and the extensometers are not accurate enough to register them reliably (see section 4.4).

Typical strain gage data are plotted in figures 5-29 through 5-32.

5.3 Comparison of Test Results with Predictions In figures 5-33 and 5-34 curves are plotted to show radial deformations obtained from three sources. One curve shows the predicted radial deformations, one curve shows the radial deformations measured by radial extensometers and one curve shows the radial deformations. computed from measured hoop strains. Figure 5-33 is for 30 psig and figure 5-34 is for .

61 psig.

From figure 5-33 it may be seen that deformations computed from hoop strains closely match. deformations measured by radial extensometers.

In figure 5-34 the curve for deformations computed from strain readings does not match the curve for deformations measured by radial extensometers in the suppression pool.

The reason the two curves do not match is that figure 5-34 is for 61 psig and at that pressure the concrete has cracked resulting in very high strain measurements. The curve of deformations measured by extensometers however, is similar in shape to the curve of predicted deformations. This sim-ilarity indicates that the design methods and assumptions used were valid though very conservative. The conservatism in these predictions came from at least four sources:

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1) The modulus of elasticity of concrete was assumed to be 5 x 10 psi. The actual modulus of elasticity, according to test results may have been as much as 7.5 x 10 psi.

2) The concrete was assumed to have a tensile strength of 200 psi. The test results indicate that the actual tensile strength was about 450 psi.'herefore, there was less cracking than predicted.

3) In the drywell, the predictions were made using reinforcement ratios which reflected less reinforcing steel than was actually installed.

4) All calculated strains and displacements, which were conservative for the above three reasons, were increased by 15% before they were reported.

To compare predicted and measured deformations around the equipment hatch, see figures 5-16 through 5-23. From these figures it may be seen that the increases in deformation around the hatch are much less than predicted. This was to be expected however, since the deformation predictions around the equipment hatch were based on the assumption that the concrete was completely cracked. The predictions were, therefore, an upper bound.

5.4 Margin of Safety The predicted deformations, if they had occurred, would have prod'uced a maximum stress of 25 ksi,in the suppression pool wall (except near the equipment hatch where a 45 ksi stress was predicted). From figure 5-34, it may be seen that the actual deformations and, therefore, stresses experienced during the test were far less'han predicted throughout the structure. The containment would begin yielding at an internal pressure of approximately 150 psig. Therefore, the margin of safety against. yielding at 61 psig is 2.5.

5.5 Base Slab Deflections The base slab deflections were not measured directly; however, strain gages were placed in the slab (see figure 4.2 for loca-tions) and the deflections were calculated from the data from these gages. The deflections were calculated by two methods and the results of both methods are shown in figure 5-35. The two calculation methods are described below. Both methods are based on strains measured at 40 psig (a pressure at which very little cracking had occurred) and the results are multiplied by 61/40 to obtain deflections at 61 psig.

Radial Strain Method The base slab curvature was determined at each group of gages by the relation:

I I

I

~ bo t tom -~~oi e ev top gage - e ev bottom gage The curvature diagram was then plotted and the deflected shape of the slab was obtained by the moment-area method.

Absolute deflections were then obtained from this deflected shape by satisfying the equilibrium condition of no vertical force on the foundation.

Hoop Strain Method The radial movement of each hoop gage was calculated.

The slope of the base slab at each group of gages was determined by the differential radial movement of gages at the top and the bottom of the slab. The deflected shape was plotted using these slopes and absolute deflec-tions were found and adjusted as in the first method.

5.6 Surface Concrete Cracks Surface conc'rete cracks were mapped in six areas in which cracking was expected to be the most extensive (see fig. 4-7 for locations of the six areas). Cracks were mapped at the following internal test pressure stages:

Sta e Test Pressure 1 0 sig.

7 30 si 14 61.25 si ( eak ressure) 30 61.22 psig in drywell, 28.1 psig in suppression chamber (maximum differential) 44 0 si The results of the crack mapping are shown in figures 5-36 through 5-38. Crack mapping areas 1, 3, 5, and 6U are not shown because no cracks were found in them. The largest crack found was 0.032 -inches wide (see fig. 5-37) and the largest change in a crack's width was 0.015 inches or less (see fig. 5-38)., The maximum allowable crack width was 0.06 inches (see Appendix 1, Attachment 2).

5.7 Post-Test Inspection The interior of the containment structure was inspected fol-lowing the conclusion of the test. The only evidence of unexpected behavior was in the sump areas of the diaphragm slab

liner plate. The liner plate in these areas had been deformed upward. For a further 'discussio'n, see Appendix l.

I I

RANGE OF R-1 THRU R-6

.14 (SEE FIGURE 4-4 CO FOR LOCATIONS)

M u

M

.12 o

H

.10 4

.08 a 06 M

A 04

~ 02

~ 00 60 50 40 30 20 p, 10 0 s~ e 8 r r4 snNnnsMr ecv 0 t 0 0IO gg D1 g

K O

A PRESSURIZATION STAGE FIGURE 5-1 RADIAL DEFORHATION VS TEST PRESSURE FOR Q CO EXTENSQHETERS R-1 THROUGH R 6 EO Z I

I I

~ 20

.18 RANGE OF R-7 THRU R-12 (SEE FZQURE 4-4 FOR LOCATIONS) 16 cQ ~ 14 hl U

R ~ 12 g .10 V

-08 A

-06 H

l5

-04

~ 02 F 00 60 K

50 40 30 20 10 P) Cll W Ch r4 0

rl 8 6Ch N Ih P4 65 CD Pl CD Pl

% W Pl PRESSURIZATION STAGE C O FIGURE 5-2 RADIAL DEFORHATZON VS TEST PRESSURE FOR CD CD EXTENSOMETERS R-7 THROUGH R-12 W CD M

fa V) bl O

M C

M RANGE OF R-14 THRU R-18 (SEE FIGURE 4 4 FOR LOCATIONS) a 04 02

~ 00 R-13 60 50 40 30 20 10 o a~ o w

~ E

~

M M i

II/

s eK rv N

etV c 0 o M

oPl PRESSURIZATION STAGE FIGURE 5-3 RADIAL DEFORHATION VS TEST PRESSURE FOR EXTENSOHETERS R-13 THROUGH R-18 I

I RANGE OF R-19 THRU R-24 (SEE FZGURE 4-4 FOR LOCATIONS)

CJ M

~ 10 R

O

.os Ll l4

~ 06 a o4

~ 02

~ 00 60 7p 50 40 30 20 10 4

r4 6 N h Ol A W  % 0N r4 t4 0 0 hN 0Pl 0Pl4 M tP gg 2 lal O PRESSURIZATION STAGE ga 40 FIGURE 5 4 . RADIAL DEFORHATZON VS TEST PRESSURE FOR Cll CQ EXTENSOMETERS R-19 THROUGH R-24 CC CO M

"<<25>>

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I I

I

RANGE OF R-25 THRU R-28 AND R-30 N (SEE FIGURE 4 FOR LOCATIONS)

Ll O

M 0

~ 06

~ 04 A

~ 4 M+ .02 A

29

~ 00 60 7n 50 40 30 20 10 N 0 Ch M  % W Ch A 0Ql

~ W O O <

t1 eW gg M C4 C4 Pl Pl Ll O PRESSURIZATION STAGE IQ FIGURE 5-5 RADIAL DEFORMATION VS TEST PRESSURE FOR Q EXTENSOMETERS R-25 THROUGH R-30 l

l I

~ 50

.45

~ 40 Predi cted

~ 35 0

c

~ 30 0M U

.25 D1 fae

~ 20 M

R-11~

.10

~ 05 0

50 40 30 20 10 4

Pl lh h Ol M < .W CV EV 0

Pl 0Pllip Pl PRESSURIZATION STAGE FIGURE 5-6 COMPARISON OF TYPICAL RADIAL EXTENSOMETER MEASUREMENTS AT MID-HEIGHT OF SUPPRESSION CHAMBER WITH PREDICTED DEFLECTION l

I

~ 30

~ 25 Predicted e .20 Q

~ 15 b

a .10 M

0 R-21~

.05 R-24 60 50 40 ~~

30 20 Pl 10 n e g o w + a cv N

O m n +

O n r H

PRESSURIZATION STAGE FIGURE 5-7 'COMPARISON OF TYPICAL EXTENSOMETER MEASUREMENTS AT MZD-HEIGHT OF DRYWELL WITH PREDICTED DEFLECTION

~

~

l

~ 30

.24 u

61 psig R

M

~ 18 0

H 0

~ 12 H

4 06 30 psig 00 48 102 1'62 228 282 348o (R7) (R8) (R9) (Rlo) (Rll) '(R12)

AZIMUTH (EXTENSONETER)

FIGURE 5- 8 RADIAL DEFORMATIONS AT MIDHEIGHT OF SUPPRESSION CHAMBER FOR 30 psig AND 61 psig

'5 4

l, I

~ 15

.12 M

61 psig o~ 09 02:.

~ 06 O

Cl A .03 30 psig Oo 38o06 99o 159o 219o 279 339 (R19) (R20) (R21) (R22) (R23) (R24)

, AZIMUTH (EXTENSOMETER)

FIGURE 5-9 RADIAL DEFORNATIONS AT HIDHEIGHT OF DRYWELL FOR 30 psig AND 61 psig

I I'

.16 ANGE OF V1, V3 AND V5 CO Ul ux 2 .10 R

O I

Q R

0 ill g .06 tJ I

LQ RANGE 0 F V2, V4 AND VS o,06 10 1 3 5 9 11 'l4 14a 1922 25 27 30 30m 34 41,44

'PRESSURIZATION STAGE 8 HOURS AFTER FINAL SLOWDOWN FIGURE 5-10 VERTICAL EXTENSION VS TEST PRESSURE FOR EXTENSOMETERS V-1 THROUGH V-6 I

'I

I I

RANGE OF V-7,V9AND V-11 x

M 0 z0 0'GE0 RA F V4,V 10AN D V.

~

I z0 Ill -.06 g

CJ 4

I W

~ .10

-.16 10 1 3 6 7 9 11 14 14m 1922, 25 27 30 30I 34 41 44 8 HOURS AFTER PRESSURIZATION STAGE FINAL BLOWDOWN FXGURE 5-11 VERTICAL EXTENSXON VS TEST PRESSURE FOR EXTENSOMETERS V-7 THROUGH V-12

.10 xCJ R

= .05 Z

O V-18 RANGE OF V.14 AND V-16 R

Q llJ 0

I IC

)

Lll ANGE OF V-13, V-15 AND V~ 17

05

10 UJ 30 N

20 10 3 5 7 9 11 14 14a 19 22 25 30 30a 34 41 44 PRESSURIZATION STAGE 8 HOURS AFTER FINAL SLOWDOWN FIGURE 5-12 VERTICAL EXTENSION VS TEST PRESSURE FOR EXTENSOMETERS V-13 THROUGH V-18

~ 20 V-22

.15 0

H V-23 Q

.10 O

k

.05 RANGE OF V-19 thru V 21. AND V-24

-.05 60 50 40 30 20 10 0

Cf r4 Pl Ill W Ch W &

n$

W Ch N IA r oPl o Pl Pl CV PRESSURIZATION STAGE FIGURE 5-13 VERTICAL EXTENSION VS. TEST PRESSURE FOR EXTENSOMETERS V-19 THROUGH V 24 l

.01 V-14 0

N O

0 V-13 c -.01 R

M

-. 02

-.03 C

-.04 V

M Pre dicte a'.05 hl

~

Q

-.06

-.07

~

60 50 40 30 g 20 10 o w r ~ n CV Q

Pl Q

P1 Pl PRESSURIZATION STAGE FIGURE 5-14 COMPARISON OF TYPICAL VERTICAL EXTENSOMETER MEASUREMENTS ZN SUPPRESSION CHAMBER WITH PREDICTIONS

.30 Predicte m ~ 25 Cl 0

c O

.20 M

V-2/0

~ 15 V

M IV19

.10

.05 60 30 20 p, 10 e e Pl Ih 6 Oi 6 '  % N 0 Pl 0

Pl P1 P4 PRESSURIZATION STAGE FIGURE 5-15 COMPARISON OF TYPICAL VERTICAL EXTENSOMETER MEASUREMENTS ZN DRYMELL NZTH PREDICTIONS

TEST PRESSURES (psi )

• 30 *61 *28.2 *61/28.2 HEA- PRE-E6 SURED DICTE

. 010 .067 .36 .047 .080

.013 .068 .37 .054 .088 CO I

E4

. 011 .074 .38 .054 .090 o

I I

I F 00 I I I E3 ED

. 000. .052 .29 .046 .064 E2

.000 .048 .19 .040 .057

.007 .037 .11 .030 .042

• NOTE DEFORMATIONS WERE PREDICTED ONLY FOR 61 psi FIGURE 5-16 DEFORNATIONS ABOVE AND BELOW EQUIPMENT HATCH (RADIAL WITH RESPECT TO CONTAINMENT)

I I

I l

l

TEST PRESSURES si

-30 *28.2 *61/28.2 NEA- PRE-E12 SURED

.097 .37 .066 .109 Ell .120

.029 .106 .37 .069 CO I I

.022 .086 .37 .063 .101 lA O 315 CO I

E9 Pl o I 078 37 .050 .092 ill E&

.0&7 .37 . 053 .101 E7

.0&0 .37 .051 .094

• NOTE DEFORPATIONS HERE PREDICTED ONLY FOR 61 psi FIGURE 5>>3.7 DEFORPATIONS ON EITHER SIDE OF EQUIPMENT HATCH (RADIAL WITH RESPECT TO CONTAINMENT)

l TEST PRESSURE si XTEN- *30 *28. 2 *61/28.2 SOMETER MEA- RE-SURED ICTED E13 .000 -. 01'4 .010 .014

. 015. .065 .19 .040 .072 E14 *NOTE DEFORliATIONS WERE PREDICTED FOR 61 psi ONL EQUIPMENT HATCH E13

• • NOTE HOOP 'BARS IN TENSION TEND T COM-315 O PRESS Tl E- HATCH-IN THE 1 ERXDI-ELEVATION OF HATCH NAL DI ECTION HOOP REINFORCING .

STEEL BENT AROUND FIGURE 5-18 DEFORMATIONS ACROSS THE HORIZONTAL HATCH AND VERTICAL DIAMETERS OF EQUIPMENT HATCH

l 5

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R25-R30 TYPICAL DEFORMATXON R19-R24 E6 TION ABOVE HATCH E5

.E4 FO 0 LOW HATCH.

El R13-R18 DEFOR~TXON SCALE (INCHES)

F 000 . 040 FIGURE 5-19 COMPARISON OF DEFORMATION ABOVE AND BELOW EAUX>MENT HATCH WITH TYPICAL DEFORMATION N'/AY FROM EAUIPNENT HATCH AT 30 psig I

I

R25-R30 TYPICAL DEFORMATION DEFORMATION ABOVE HATCH R19-R24 E6 E5 Z4 DEFOEQtATION BELOW HATCH E3 E2 El R13-R18 DEFORMATION SCALE (INCHES )

.000 ..040 FIGURE 5-20 COMPARISON OF DEFORMATION ABOVE AND BELOW EQUIPMENT HATCH WITH TYPICAL DEFORMATZON AWAY FROM EQUIPMENT HATCH AT 61 psig l

R25-R30 TYPICAL DEFORMATION al DEFORMATION ABOVE HATCH R19-R24 E6 E5 E4 DEFORMATION BELON HATCH E3 E2 E1 R13-R18

DEFORMATION SCALE ~tINCHES

.000 .,040 FIGURE 5-21 COMPARISON OF DEFORMATION ABOVE AND BELOW EQUIPMENT HATCH WITH TYPICAL DEFORMATION AWAY FROM EQUIPMENT HATCH AT 28.2 psig

l R2S-R30 TYPICAL DEFORMATXON DEFORMATION ABOVE HATCH R19-R24 E6 E5 E4 DEFORPATION BELOW HATCH E3 E2 El R13-R18 OEFOHMATION SCALE (INCHES)

.000 .040 FIGURE 5- 2~ COMPARISON OF DEFORMATION ABOVE AND BELOW EQUIPMENT HATCH .WITH TYPXCAL DEFORMATION AWAg FROM EQUIPMENT HATCH AT 61 psig IN THE DRYWELL AND 28 2 psig IN THE SUPPRESSION CHAMBER l

~

II S)

I

INTERXOR SURFACE BEFORE PRESSURIZATION PREDICTED DEFORHATXON OF XNTERIOR SURFACE.

TYPICAL DEFORMATION OF INTERIOR SURFACE AWAY FROM EQUIP. HATCH.

MEASURED DEFORMATZON OF INTERIOR

'.SURFACE NEAR HATCH.

I

. '-.HATCH 0 .2

/

/ .3

/  :(INCHES)'ITHER SIDE:OF EQUIPMENT HATCH WITH TYPICAL DEFORMATION AWAY FROM EQUIPMENT HATCH AND PREDXCTED 9EFORMWTION AT 61 psig.

R l

1 ll l

I

.40

~ 35

~ 30

~ 25 ~

RG-,121

~ 20

.15 RG-120

.10

.05 GE OF 0.00 R-1 HRU R-6 V

10 20 30 40 50 60 TEST PRESS.URE (psxg)

FIGURE 5-24 COMPARISON OF RADIAL DEFORMATION FROM MEASURED HOOP STRAINS AT ELEVATION 662'-0"CALCULATED RADIAL DEFORMATZONS MEASURED WITH EXTENSOMETERS WITH 660'-0" AT ELEVATION

8 I

1 I

l

.48

.42 CM-017

.36

.30 RG-133 I

R 0

M .24 l U

RG-074 a

.18 M

O Range of R-7 thru R-12

.12

.06 CM-006

. 0.00.

20 30 40 50 60 TEST PRESSURE (psig)

FIGURE 5-25 COMPARISON OF RADIAL DEFORMATION CALCULATED FROM MEASURED HOOP STRAINS AT ELEVATION 673'-10" WITH RADIAL DEFORMATIONS MEASURED WITH EXTENSOFKTERS AT 674'-0" 1

. 028 hl U .024 R

M R RG-0 6 0

M U

Q1

. 020 4

Ql Cl M

A

. 016

. 012,

. 008

. 004 RANGE OF R-14 THRU R-18

0. 000 0 10 20 30 40 50 N

TEST PRESSURE (psig)

FIGURE 5-26 COHPARISON OF RADIAL DEFORP~ATION CALCULATED FROM MEASURED HOOP STRAINS AT ELEVATION 705'-5" WITH RADIAL DEFORY&TIONS MEASURED P>ITH EXTENSONETERS AT ELEVATION 705

-4 7-.

R I

.10

.08

.06

.04 CM-027 Range of R-19 Thru R-24

.02 CM-002'.00 0 10 20 30 40 50 TEST'RESSURE (pSig)

FIGURE 5-27 COMPARISON OF RADIAL DEFORMATZON CALCULATED FROM MEASURED HOOP STRAINS AT ELEVATION 747'-7" WITH RADIAL DEFORMATZONS MEASURED WITH EXTENSOMETERS AT ELEVATION 747 s 4n I

~ 08

.07

-06

.05 hl U

R H

0 H .04 E+

O Q

RG-097

.03 M

a

.02 Range of R-25 nehru R-28 and R-3 1

~

.Ol RG-108 0.00 0 lo 20 30 40 50 60 TEST PRESSURE (psig)

FIGURE 5-28 COMPARISON OF RADIAL DEFORMATION CALCULATED FROM MEASURED HOOP STRAINS AT ELEVATION 786'-0" NZTF MDIV DEFOGSECTIONS MEASURED r'r ITH EXTENSOMETERS AT ELEVATION 789'-9"

~

5

.500 400 Pzedicte 300 oI 200 100 RG-117~

CM-014 60 50 40 .R,-

30 g,. 20 10 d

<<H & M7 cn e e ed cv C<<CR

<<<<7

<<<<G<<<<<<<<

Pl PRESSURIZATION STAGE FIGURE 5-29 PLOT OF PREDICTED AND MEASURED VS ~ TEST PRESSURE FOR OUTSIDE OF SUPPRESSION MERIDIONAL'TRAINS CHAMBER WALL AT MID-HEIGHT

l 800 700 600 I

Pre dict 500 CM-006 M

400 300 RG-074'.

200 100 0 ~

60 50 40 30 vl 20 i 10 4 4 c a w m m cv P4 m n n PRESSURIZATION STAGE FIGURE 5 30 PLOT OF PREDICTED AND MEASURED HOOP STRAINS VS. TEST PRESSURE FOR OUTSIDE OF SUP-PRESSION CHAMBER WALL AT MID HEIGHT I

50 40 Predicted 30

'Cl I

X p% 20 C)

CM-021 10 60 50 40 ~

30 20 10 Cl Pl Ill W Ol A  %  % hl CV O

Pl O

Pl M PRESSURIZATION STAGE FIGURE 5-31 PLOT OF PREDICTED AND MEASURED MERIDIONAL AT MZD-HEIGHT II I

I

700 600 soo Pred icted 400 M

300 RG-075 200 100 CM-002 60 50 40 30 10 i.4 4 Pl IA 6 Ol A  %  % CV Q Q ~ A %P N Pl Pl M PRESSURIZATION STAGE FIGURE 5-32 PLOT OF PREDICTED AND MEASURED HOOP STRAINS VS. TEST PRESSURE FOR OUTSIDE OF DRYNELL WALL AT MID-HEIGHT l

F

0 A .o ~ ~ ~~

~ 0' A

~ ~ ~ ~ 8 0

~I I I I

~ ' ~ ~ I '

~ $

~

~ ' ' ~ ~

~

1 II 5

1

$(P>O gl

~ -~ ~ ~ ~- ~ 0 ~

A ~ ~- ~

~As 4

~0

~ ~ } ~ 1 ~

0'

~

r- I I I I I a

I I

~ P ~ ~ ' ~ '

~

~ ~ ~ ~ w Q a ~ 0 1 4 ~

I I ~ ' ~ 0 s ~

l II a

I

g REACTOR I

I g 0..o 0

SUPPRESSION POOL WALL

+.0142 0122

'g...o .o o

~

0 0,

.o o 0 .o a a'o

~

+.0015 L ~ 0 0 <o'0 EFLECTION BASE 'o~ o D 'oo. 0'o N RADIAL TRAI O. '0

-. 0136~ .0063

-.0191~ E LECTION ASED

.0250 .0247 m ,0189 0 HOOP ST IN 0259 .0248 9l 0ll 42 -11 1/2" Jl FIGURE 5-35 DEFORMATION OF BASE SLAB AT 61 psig I

I I

4.4 0.00S 0.01

.01 30 0. 01 14 0. Ol 7\ 0.01

.01 pn STAGE 3p TYPICAL GRID FIGURE 5-36 SURFACE CONCRETE CRACKS MAPPING AREA No. 2 OBSERVED IN CRACK I

II 8

I II

~

STAGE . EXT STA EXT.

30 10 ST GE 14 E 30 0.009 44 0. 003 STAG 14 EXT. STAG E STA EXT .

1 7

0. 25 30I

0. 032'.

032 032 S AG 7

025 0.027 14 O.p3p 4g 0.032 30 0.030 STAGE EXT .

1t pn 7 1 0. 030 44 0. 030 TYPICAL GRID 7 0. 030 14 Q. 030

.39 0. 030 44 0.027 NAPPING AREA No. 4

I I

I I

14 0.015 t4

~ Cg 0

k I

LLl zz~

43

~

>~~

CL 5w (3

C/0 CC I

CD I

I I

Q~

CD CL l

0 an~

CP FIGURE 5-38 SURFACE CONCRETE CRACKS OBSERVED IN CRACK MAPPING AREA No. '6L I

I

F 50

.40

~ 30 22

.20 Ql 23 V-21 & V-2

.10 H

P 0 H

-.10 3

.20 O

H

-.30

-. 40

-.50 60 50 o 40 30 20 10 4

Pl lh > Ol H ~ & W4 Ch CV Ih W O Pl O

Pl t1 C y C4 04 O FIGURE 5-39 COMPARISON OP VERTICAL EXTENSION MEASURED BY EXTENSQMETERS V 22 AND V-23 WITH VERTICAL EXTENSIONS MEASURED BY EXTENSOMETERS V-19 THROUGH V-21 AND V-24+

I I

I

RADIAL DEFORHATIONS PRESSURE AZIMUTH 48 AZIMUTH 282 AZIMUTH 348 SUPP.

STAGE- RYWELL CHAM. GAGE 1 R7 GAGE 2 R11 GAGE 3 R12

.000 .000 .000 .000 .000 30.4 30.4 .010 .015 .024 . 013 . 019 ~ 019 14 61.25 61.25 .127 136 .188 , 179 . 138 . 141 30 61.25 28.1 .090 . Q91 .112 .110 . 088 089 44 . 040 ,037 .046 .043 ,034, .034 FIGURE 5 O CO83?ARISON OF RADIAL DEFORMATIONS MEASURED BY DIAL GAGES AND EXTENSOMETFRS AT SIMILAR ELEVATIONS AND AZINUTHS

-.61-

I I

Il I

I I

~

~

6. REFERENCES

1. Nuclear Regulatory Commission; Regulatory Guide 1.18, Revision 1

2. ACI-349; Criteria for Reinforced Concrete Nuclear Power Containment Structures

3. ACI-318-71; Building Code Requirements for Reinforced Concrete

-,62-

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I

APPENDIX I EVALUATION OF UNRESOIVED ITEMS IN NRC INSPECTION REPORT 50-387/77/-01

I I

I

NRC Inspection Report 50-387/77-01 listed five unresolved items.

They are:

1. Removal of forms and, completion of post-placement in-spection of concrete.

2. Evaluation of the buckling of the diaphragm slab liner plate during the SIT.

3. Evaluation of the effects of pressurizing at a rate ex-ceeding 3 psig/hour.

4. Inspection of valve CS206A.

5. -Inspection of Core Spray Pump.

These five items are resolved below.

Item I Since completion of the test, all concrete forms have been removed and the wall inspected. No major defects were found.

Item 2 After the test was concluded, the interior of the containment was inspected. The only evidence of unexpected behavior was in the sump areas of the diaphragm slab liner plate. The liner plate in these areas had been deformed upward, apparently due to pressurized air being driven into the space between the concrete slab and the liner plate. This air could have. come from two sources: 1) from the drywell through the unlined concrete of the RPV pedestal, and

2) from the suppression chamber through the diaphragm slab. When the test pressure was reduced, the air under the sump liner plate could not escape back through the concrete rapidly enough to keep the pressure under the plate approximately equal 'to the pressure in the drywell. Consequently, the sump liner plate, which is the largest panel in the 'diaphragm slab liner plate, was forced upward, resulting in a permanent deformation. Despite this deformation, the liner plate remained intact and served its function.

Data from vertical extensometer V-22, which was anchored to one of the sump liner plates, are plotted in figure 5-13 as a solid line and again in figure 5-39 to a larger scale. The plots in-dicate that the liner plate was also experiencing larger than normal displacements where extensometer V-23 was attached.

was discovered later that there was a small void beneath the It liner plate at that location.,The test pressure had forced the plate approximately 0.2 inches closer to the slab than it had been before pressurization. At the completion of the test the liner was 0.02 inches higher than it had been before the test, thus indicating that the space under the plate had been pressurized

I I

I

and that the plate remai'ned deformed even after the excess air under not it had escaped. This amount of permanent effect the behavior of the liner deformation will plate during plant operation.

Item 3 Although the pressurization rate temporarily reached 3.09 psig/hour, the average pressurization rate was 2.91 psig/hour. Temporarily exceeding 3.0 psig/hour by a small amount has no effect on the test results.

Item 4 At peak pressure of 61 psig, valve CS 206-A was found to be leaking.

Manual torquing of the valve slowed the leakage and the leak stopped when the internal pressure reached 45 psig during depressurization.

After the test was completed, the valve was inspected to determine the cause of the leak and check for possible damage due to torquing.

Neither damage nor cause was found. It is suspected that the valve was not closed properly prior to the test.

Item 5 The Core Spray Pump which was flooded by the leaking of the valve in Item 4 was dismantled and the pump elements were sent to the manu-facturer for cleaning, refurbishing, and coating with preservative.

The pump shells were dried and coated with preservative.

P-67b

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I

APPENDIX 2 EXTENSOMETER AND STRAIN GAGE DATA

I I

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I

The following two tables contain extensometer, dial gage, and strain gage data collected at the stages of pressuri-zation noted in the figure below:

CO 50 40 30 20 10 cj e EV O t1 Pl PRESSURIlATZON STAGE CO +

M

~e Table A2-1 contains deformations measured by extensometers and dial gages. The deformations are in inches and are re-ported to the nearest thousandth of an inch. Table A2-2 contains strains measured by embedded strain gages. The strains are reported to the nearest microstrain up to 100 microstrains and to the nearest ten microstrains thereafter; Please note that the accuracy to which the data in these two tables are reported does not imply the accuracy of the sensing devices. See section 4.4 for sensing device ac-curacy.

Notation Used in Tables Radial with respect to containment Meridional (i.e. vertical in the Suppression Pool wall and RPV Pedestal and 15o 53'5" from vertical in the Drywell wall)

H Hoop or circumferential direction Denotes gages found to be defective before pressurization began A2-2

ll I

1 TEST PRESSURE (psig) 61.2 0 8 GAGE DIHXTICH EIZVATICH 10 20 3Q 40 50 61.2 28.1 ~281 48'9 0 8 EBS.

Radial R-1 660'-0 Qo .004 .007 .011 .017 .031 .092 .059 .057 .081 .025 025 Exten-someters R-2 660'-0 75o .002 .005 .007 010 .024 .101 060 .058 .088 .022 .022 at Elev. ~

660'-0 660'-0 R-3 120o .002 .005 .008 .012 .023 .075 .047- .042 .065 .015 .016 R-4 660'-0 1&1 .003 .006 .008 .011 .023 085 . 052 .046 .073 .021 .020 R-5 660'-0 240o 00 15 .0 . 1 0 8 .0 2 . 95 .027 .022 R-6 660'-0 300o .006 .011 .017 .Q25 .Q52 .12& .073 .O7O .107 .031 .Q29 Radial 48 Exten-someters 674'-0 102 .010 018 .029 053 .162 .095 085 .133 .033 .030 at Elev.

674'-0 0 .00.4 014 .025 .052 .161 .095 090 .131 .036 .030 Q 22&o R-ll 674'-0 2S2o .000 .008 .013 .015 .057 .198 . 115 110 .161 .043 .039 34&o 705'-8 Radial 705'-2 4So46 ~

002 .010 . 019 .032 .059 .162 .095 089 .132 .034 .030 Exten-someters at Elev.

R-14 705'-0 2&loO1'003 lolo .000 .000 .00 .006 .010 .024 .02 01 023 .009 .007 R"15 705'-24 161 F 000 .000 .000 .000 .006 .019 .015 016 019 .006 .004 R-16 705'-0 2280 .000 .000 .000 .000 000 .011 .Oll 013 011 .012 .Oll R-17 705'-2 .000 .000 .OOO .000 000 .011 .012 011 012 .008 .005 Table A2-l Sheet 1 of 5

I ll II

TEST PRESSURE {psig) 09 DIRECTIQi EXEVATI(XT AZIMUTH! 10 20 30 40 50 61.2 28.1 48.9 0 8 HRS.

348 0 9 Radial 'R-lg 38 ~

747'-1 Exten-someters at Elev.

R-21 747'-4 0 000 -004 -010 .018 .035 .077 050 . 079 .076 .025 .019 0

747'-4 279o .000 .000 .000 .000 .000 .037 .030 .047 .048 .008 .004 R-24 746'-4 .000 .006 .011 .018 .028 .067 .041 .073 6 .016 .010 790'-23 Radial Exten-R-25 789'<<9 4&o .003 .007 .012 .016 .024 .034 .020 .030 .031 .015 .012 someters 102o 0 2 15 at Elev.

R-27 790'-5 162o .004 .008 .014 .022 1 . 9 .0 51 .049 22 .020 R-28 790'-1 2goSS ~

.000 .Qas .010 .018 .024 .039 .031 .048 .043 .019 .015 R"29 789'-9 282o .ooa .ooo .ooo .002 .oo4 .oa4 .ao4 .010 .008 .004 001 R-30 790'-7b 0 .003 .007 .013 .01& .022 .027 .017 .032 .a27 .oo& .oo3 Dial 670'-0 4&o Gages at Elev. 670'-0 282o .024 .18 a46 670'-0 670'-0 0 .019 .138 V"1 30o 34 '-0 .017 .034 .051 .065 .076 .095 .054 .016 .o73 .aaa .aao Table A2-l Sheet 2 of 5

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TEST PRESSURE (psig)

GhGE DIRECTICN AZIMUTH 10 20 30 40 50 61.2 28.1 ~61.2 28,1 48 9 08 8 IIRSo Vertical 0 47 000 .004 .008 .011 .013 .020 .011 .044 .005 -.004 .004 Exten-someters 30'500 at Radius 34'-0 015 .029 .043 056 .074 .099 .064 .027 .080 .019 .018 34'n Suppres- 0 I 0 .006 .014 .028 ,016 .031 013 .001 .001 sion Chamber 0 083 .112 077 042 093 .028 .026 2& lo30 34'-0 .009 .015 . 019 . 022 . 029 .047 .035 .009 .032 ..015 .014 Vertical o30'4'-0 '0o

.013 .017..020 .024 .021 .038 .013 . 006 .006 Exten-someters 0 ~ 24'-0 000 .000 .002 .003 003 .005 .001 .056 .005 .007 .007 at Radius 24'n o 011 .014 .015 .016 .020 .019 .043 .010 .008 .008 Suppres-sion V 10 16lo30' 24'-0 . 000 .000 000 000 000 .007 -007 .055 .003 .003 .002 Chamber 2 0. .002 004 006 006 .012 .006 .049 .001 .004 .003 24'-0 .005 .00& 010 011 012 .017 .013 .043 007 .004 .005 Vertical V 13 30o -002 .002 .002 .002 .002 .002 .002 .046 .011 .008 . 007 Exten-someters at Radiu 0 ~ . 000 .000 .000 .000 .008 .008 .032 .002 .003 .003 18'-10 i 150o 1&'-10 .000 .000 000 000 .000 .000 .ooo -.o45 .oo6 .003 .003 Suppres- F sion Chamber ~ V"16 16lo30 18'-10 .000 .000 .001 .002 .003 . 005 -003 .043 .001 .003 .003 18~-10 .OOO .000 .ooo .aoo .aoo .001 .ool .a43 -.ool .aa2 -.aa2 V-1& 28lo30'8'-lo .012 .021 .027 030 .031 .034'035 .008 .028 .019 .018 Table A2-1 Sheet. 3 of 5

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TEST PRESSURE (psig) 61.2 0,8 DIRECTICN EXZIM.'ICN AZIMJllf 10 20 30 40 50 61.2 28.1 48.9 0 8 HRS.

28.1 Vertical V"19 25o 20'-6 .000 .000 .023 .044 .069 .119 .078 . 172 .129 .012 .012 Exten-someters V 0 yo 20'-8 .000 .021 .032 .057 .075 127 .087 -181 .137 .030 .021 at Radius 21'n o 21'-9 .Oll .02& .044 .061 .080 .3.26 .073 .187 .127 .027 .031 Drywell V 22 160o30e 21'-4 .160 .201 .218 .228 .231 .202 .164 .494 .326 .448 .449 V-23 27Oo 20' .064 .102 ..117 .121 .125 .134 .032 .409 .229 .052 01'8 V-24 285o 20'-1 .000 .022 ~ 038 .052 .071 .118 .081 .188 .140 .032 .025 Exten- E-1 09 ~

1 313o37 .000 .002 .007 .012 .020 .036 .030 ;042 .042 .021 .018 someters at E 2 713'-5 315o .000 .000 .000 . 013 .025 .048 .040 .057 .058 .027 .025 Equipmen Hatch 7171-11 15o .000 .000 .000 .001 -023 .052 .046 ~ 064 .064 .025 .024 020 .035 .074 .054 .090 .085 .033 .029 734I 9 3l o I .000 ,OOO .O13 .022 .034 073 .054 .O88 .083 .032 .026 E-6 739'-8 316 27' .000 .005 .010 .019 .030 .067 .047 .080 .074 .025 .020 E 7 725'-6 .000 .005 .013 .022 .035 .080 .051 .094 .085 .021 .018

.002 .010 .019 .029 .043 .087 .053 .101 .088 .025 .022 E-9 R 724'-1 .OOO .004 .O14 .023 .037 .078 .05Q .092 .082 oo 0 0 03 46 0 6 0 E-ll 25 I 009 018 .029 .040 057 .105 .069 .120 .105 .041 .036 Table A2-1 Sheet 4 of 5

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TEST PRESSURE (psig) 61.2 0 9 10 20 30 40 50 61.2 28.1 48.9 0 8 HRS.

28.1 E-12 .000 .010 .019 .031 .047 .097 -066 .109 .102 .035 .029 O .014 00 .009

.004 .009 .015 022 .036 .065 .040 . 072 .063 F 021 .018 Table A2-1 Sheet 5 of 5

A A

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A

TEST PRESSURE (psig)

GENEfQL 61.2 IOChTICH,. DIRKTLCN EIEVATICN AZIMTIH 10 20 30 40 50 61.2 28.1 28.1 Strain -0 00 0 Gages R 0 0 at@ of Basemat Basemat 225o Strain Gages 0 at Radius 9I CM-020 646'-7 225o 9'-1 <<4 -5 12 CM-024 641' 225o 18 13 22 225o RG-044 228 2o ~ <<

Basemat RG-047 646'-7 225o 15'-6 18 Strain Gages RG 023 H 646'-6 225o 15'-6 at Radius 15'-6 C -0 4 '-3 225o CM-023 641'5 225o RG-015 641 '-3 225o 15'-5 5 9 13 19 19 24 RG-026 H 641'-1 225o 15'-5 Table A2-2 Sheet l of 7

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TEST PRESSURE (pslg) 61.2 09 10 20 30 40 50 61.2 28.1 48,9 0 8 HRS, 28.1 Basemat RG-035 646'-10 22 0 24'-7 -4 -*-4 <<2 Strain Gages at Radiu RG-036 6 ~

22 o 24'-7II RG"014 641'-3 225o RG-012 641'-1 22So 24'-7 Basemat G- 0 22So Strain Gages RG-009 646'-10 22So at Radiu 33'-9 225o RG-007 641'-1 225o Basemat G 2250 Strain Gages 4 ~ 22So at Radiu 42 '9II CH-007 6 225o .5 ll 1 24 CH-009 641'-6 22So RG-004 641'-2 22So -40 RG-003 641'-1 22 0 Base of RG-077 6S0 ~ -7 24 Sgo 24 Suppress-ion RG-081 6S0'-8 22So 45'-1 22 Chamber Wall 650'-4 274 5o 45'2 Table A2-2 Sheet 2 of 7

TEST pRESSURE (psig)

GENERAL 61.2 0 8 IlXhTICH HZVRPICN AEMHtl 10 20 30 40 50 61.2 28.1 48.9 0 8 HRS.

28,1 RG-141 650'-7 224 9o . 48'-3 2 3 6 9 12 10 6 RG-063 650' 224 Bo 48'-5 7 15 23 33 52 72 -16 35 -Sl -53 C-01 224. 85o Mid-heigh RG-125 674'-4 224 79o 44'-94 0 0 -1 "32 -66 -26 -57 >>23 -23 of Suppress- CM-019 674'-4 224 520 44'-10 1 1 0 -22 45 19 -39 -20 21 ion Chamber 673'-6 Hall RG-133 224.79o 45'2 15 31 68 650 710 380 380 570 140 130 CM-Ol 674'-6 224.63o 45 3 12 26 38 53 860 000 590 580 820 240 230 CM"014 674'"4 224.55o 48'-2 6 12 I& 23 22 71 CM-006 674'-6 224.65o aS'-4 RG-074 674'-4 224.9o 48'-5 16 33 RG-117 673'-6 224.8So 48'-

Base of RG-130 705'g 224 67o 43'- 43 10 26 Drywell Hall RG-066 705'-4 224o 43'-9 CM-008 705'-5 224.67o 44'- 9 1 3

CM-010 705'-8 224 70 46'-94 3 6 8 12 10 12 8 3 3 RG-07 705'-108 224.6o 47'-14 2 5 8 13 14 13 8 -10 3 3 RG-031 705'-84 224.3 46'-104 4 8 13 18 23 38 19 39 38 7 Table A2-2 Sheet 3 of 7

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TEST PRESSURE (psig) 61 2 0 8 GhGE DIRECZICH HZVATI($ 10 20 30 40 50 61.2 28.1 48.9 8 IrBS.

28.1 0 3.

Hid-heigh RG-068 747'-3 225. 38 31'-7 16 110 4 270 490 120 110 of o 3 Drywell RG-088 747'-3 225.45 31'-108 -44 -40 -33 36 -45 -29 47 Wall 0 224. 62 31'-8 7 11 18 15 16 ' & 23 19 1 o 5 CM-02 747'-28 225 32'-08 22 39 89 200 120 210 1&0 55 48 3 o I

g 224.7 0

C -00 224.7 3 0 RG-090 747'-10& "225 0

225 0 7 Top of RG-025 78 '-10 20'-& 40 90 90 2 0 400 1 0 Orywell 0 Wall RG-10 223. 63 o

224.09

• 0 CH-011 224.4 8 0

RG-087 786'-84 225. 6 23'l -15 0

RG"097 786'-7 24'-

o Mid-heigh of RPV RG-020 674'-0 223.7 0

10'-7 3 ll 17 21 24 Pedestal .'rG-019 74'-0 223.7 Table A2-2 Sheet 4 of 7

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TEST PRESSURE (psig) 61.2 Oe DIRECXXCN EMTRMCN AZ ?Mal 10 20 30 40 50 61.2 28.1 48.9 0 8 HRS.

28.1 0

4 of RG-143 RSU 703'-1 270 0'-7b 4 8 13 20 28 48 37 47 58 45 49 Diaphragm Slab 0 RG-116 RQ! 700'-10 270 0'-7 3 6 8 21 12 25 20 3 . 3 0

Di.aphragm 9'-1 2 4 8 17 .34 22 46 32 i 14 15 Slab at 0 Radius 9'-lg RG-135 702'-10 1

212 0

9'-4 3 6 9 13 20 32 19 26 27 ll ll

'RG 104 700'112 212. 23 15 38 23 30 33 0

RG 06 0 I 0 0 6 22 0

Diaphragm Slab at 0 Radius R 0 5 03'-0 225 0 6 -24 10 16'-89 0 R 0 0 I 22 6' -5 -41 -39 -35 -30 -17 -42 -51 -38 -74 -25 0

RG-128 701'-2 225 16'-8 9 18 29 40 55 90 48 24 72 12 12 0

Diaphragm RG-139 703'-4 195 30'-0 4 7 9 12 16 27 15 0 21 Slab at 0 Radius 30'-0 0 RG-103 701'-3 195 30'-0 5 9 14 20 30 53 32 69 47 22 24 0

RG-110 700'-10 195 30'-0 22 9 20 59 42 Table A2-2 Sheet, 5 of 7

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TEST PRESSURE (psig)

GKE DIRECXICN EIEVATICN 10 20 30 40 50 61.2 28,1 ~61.2 28.1 48.9 08 8 HRSo 5 0 Beside RG-099 723'-118 299.98 38'-0 5 10 14 Equip- 0 ment RG"055 H 723'-10 300. 6 Hatch 3 0 3 RG-059 723'-118 300. 85 4 I 0

RG-0 9 1 O RG-053 724'-

O RG 067 0 3 RG-061 724'-24 324.73 38'-68 2 4 9 9 30 17 21 21 0

RG-113 724'-l4' 324 41'-8 12 21 29 38 47 100 31 84 53 -37 -45 0 1 RG-060 724'-28 329.23 42'-08 15 29 44 57 70 85 37 72 50 -28 . -42 0 3

9. 1'-

0 RG-052 724'-3 329. 5 5 0 Above RG-101 733'-58 315 35'-7 2 5 1 13 4 0 0 Equip- 0 ment Hatch RG-062 H 733'-7 15 80 490 0 10 91 O

RG-072 8 733'-64 315 39'-04 6 12 20 28 37 60 -14 RG-0 1 0

RG-076 H 730'-8 Table A2-2 Sheet 6 of 7

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TEST PRESSURE (psig)

DIRECIXCH EKZVRHCN AZIMIIH 10 20 30 40 50 61.2 28.1 ~61.2 28.1 48.9 0 09 8 HRS.

5 0 7 RG-070 30'-88 15 40 I 0 0 3 Below . RG-112 H 717'-3 314.05 40'-

Equip-ment -0 0 Hatch CM-016 7'-5 I>> 14.

0 0

0 40'14 I>>

3 120

-17 <<24 20 -29 27 i -18 15 RG- 6 ~ >> 18 0

RG-109 714'-10 314.78 44 ~-

0 R& 046 714'-10 314.78 45'-0 28 43 65 81 120 53 110 80 -16 -29 Table A2-2 Sheet, 7 of 7

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APPENDXX 3 TECHNXCAL SPECXFXCATION FOR THE UNIT 1 PRIMARY CONTAINMENT STRUCTURAL INTEGRITY TEST FOR SUSQUEHANNA STEAM ELECTRIC STATION, UNITS 1 AND 2 .

PENNSYLVANIA POWER & LIGHT COMPANY ALLENTOWNi PENNSYLVANIA

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I Specification 8856-C-44 Revision 2 INDEX "'TO TECHHXCAL SPECIFXCATXOH FOR THE UNIT 1 PRIMARY CONTAINMENT STRUCTURAL INTEGRITY TEST SECTION TITLE PAGE TITLE SHEET 1 TABLE OF COHTEHTS I 2

1i0 SCOPE AND OBJECTIVE 3 2' REFERENCED DOCUMENTS 'AND CRAWZNGS 3 3~0 PRESSURIZATION AHD TEST PLAN SUM~i Y 4 4.0 SCHZDULE 4 5 0 PREREQUZSITES 6.0 TEST PERSCHHEL 7

7. 0 STRUCTURAL INTEGRITY TEST MEASUREMENTS 7 8~0 TEST COHTROL 13 9 0 REPORTING 13

10. 0 QUALITY RZQUZRZMEHTS 11 ~ 0 QUALITY ASSURANCE REQUIREMENTS FOR 14 BZCHTZL RESZARCH AHD ZNGZNZZRING

12. 0 CALXBRATION CHECK OF TEST EQUZPMEHT 16 I

ATTACHMENTS A PRESSURIZATION TEST SZQUEHCE AND SCHZDULE 19 B PIPING AND VALVXNG SCHEMATIC 20 C CONCRETZ CRACK MAPPING 21 D PRESSURIZATION SYSTEM EQUIPMENT 22 E ACTION ITEM RESPONSIBZLZTY 24 F TEST EQUIPMENT/MATERIAL REQUIREMEHTS 27 G ELECTRICAL PEHETRATXOH REQUZRZMZHTS 31 SUPPLZMZNTS I DATA PREDICTIONS

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Speci fication 8856-C-44 Revision 2 TECHNICAL SPZCIFZCATZON FOR THE UNIT 1 PRIMARY CONTAINMENT STRUCTURAL INTEGRITY TEST FOR SUSQUEHANNA STEAM ELECTRIC STATION, UNITS 1 AND 2 PENNSYLVANIA POWER 6 LIGHT COMPANY ALLENTOWN~ PENNSYLVANIA 1 ~ 0 SCOPE AND OBJECTIVE.

This specification, in conjunction with the referenced documents and drawings, covexs the conduct of the primary containment, structural integrity test and specifies directly or by reference all activities necessary to satisfy the test objective.

The objective of the structural integxity test is to demonstrate that the primary containment responds in an acceptable manner to combinations of internal pressure loading as specified in the Preliminary Safety Analysis Report.

2 ' REFERENCED DOCUMENTS AND DRAWINGS The following documents and drawings shall be used in conjunction with this specification insofar as these are applicable to the structural integrity test.

20 1 Susquehanna Steam Electric Station PSAR 20 2 USNRC Regulatory Guide 1.18, <<Structural Acceptance Test for Concrete Primary Reactor Containments<<

2.3 Specification 8856-C-42/Specification for Instrumented Reinforcing Bars 2+4 Specification 8856-C-43/Technical Specification for Installation and Monitoring of Containment Structural Instrumentation 2+5 Drawing 8856-C-383/Primary Containment/Structural Instrumentation Installation

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Specification 8856-C-44 Revision 2 6 Drawing 8856-C-384/Primary Containment/Strain Gage Placement 2.7 Drawing 8856<<C-385/Primary Containment/Junction Box for Strain Gages 2 8 Drawing 8856-C-386/Primary Containment/installation of Deformation Measuring Equipment:

2+9 Drawing 8856-C-387/Primary Containment/Concrete Surface Crack Mapping Areas 3 ' PRESSURTZATTON AND TEST PLAN

SUMMARY

The primary containment shall be pneumatically pressurized in accordance with the schedule illustrated in Attachment A. The structural response of the primary containment as evidenced by concrete strain, embedded structural steel and liner strain, shell dimensional changes and the changes in surface concrete crack patterns shall be recorded at various pressure levels as specified herein.

Should the test. pressure drop due to an unexpected occurrence, the test director or his alternates shall decide whether or not the test shall .continue without a restart at atmospheric pressure..

4 ~0 SCHEDULE The structural integrity test shall be conducted in accordance with established construction and star"=up schedules. The test should not be scheduled to be conducted during a period when extreme inclement weather conditions, for example, snow, heavy rain, or strong wind are forecast.. Should these conditions occur during the test despite the forecast, the test r suits will be considered valid unless there is evidence to indicate otherwise. However, he test shall not be conducted under ambient weather conditions which prevent or impair conduct of the specified inspections of the containment exterior surface.

5 ' PRER UZSITES Completion dates listed in the following section are suggested dat s to facilitate scheduling and are not quality requirements.

5. 0 The primary containment shall be structurally complete prior to the start of the structural integrity test. The reactor vessel, reactor shield and internal framing, need not be complete.. All

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Specification 8856-C-44 Revision primary containment concrete shall have reached design strength.

5,2 All pertinent drawings and specifications shall be completed not Later than 90 days prior, to the star of the structural integrity test..

5+3 Requisitions for all test equipment and material shall be complete and issued in time to insure delivery of said equipment and material to the construction site not later than thirty days prior to the start of the structural integrity test..

5.4 Strain sensor installation shall be completed in accordance with referenced drawings 8856-C-383, 384 and 385, and referenced specification 8856-C-43, not later than 30 days prior to the start of the structural integrity test. The field shall submit to project engineering as-built location drawings of all strain sensors at least 30 days prior to the start of the test.

5~ 5 Zield routed instrumentation electrical cable shall be completed to the data acquisition equipment area not later than 30 days prior to the start of the .

structural integrity test.

5+6 The data acquisition equipment shall be installed and all electrical terminations thereto completed not later than 30 days prior.to the start of the structural integrity test.

5 7 The primary containment deformation m asuring system shall be installed in accordance with drawing 8856-C-386 and specification 8856-C-43 not later than 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> prior to the start. of the structural integrity test.

5+ 8 Concrete surface crack mapping area grids shall be laid out and marked in accordance with drawing 8856-C-387 not Later than 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> prior to the start of the structural integrity test.

5 9 Installation of accessways .to the crack mapping areas and installation of temporary lighting for nighttime crack observation shall be completed not.

later than 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> prior to the start of the structural integrity test.

5. 10 The containment shall be sealed to provide an airtight structure in a manner approved by project,

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Specification 8856-C-44 Revision 2 engineering and field engineering.. In particular; the following listed openings shall be sealed according to a schedule as established by construction..

5i10 ~ 1 The refueling head shall be installed.

5+ 10 ~ 2 All penetration sleeves shall be capped.

5. 10 ~ 3 All piping which penetrates the containment shall be closed off with the if 5o 10 ~ 4 I'll appropriate valves, or caps required.

piping which connects the drywell and Suppression chamber shall be closed off. with the appropriate valves, or caps if required..

5 10 ~ 5 All personnel and material accessways into the containment shall be complete with operable doors.

5. 11 Temporary piping for pressurization per Attachment.

3 shall be complete.

'Se 12 Compressors and auxiliary equipment required for containment pressurization shall be installed and operable.. See Attachment D for list of pressurization system equipment..

5 13 Suppression chamber shall be filled with water up to Zlo .671' 1' =

All interior structural members, piping, equipment, and'other items shall, if necessary, be vented, braced, removed or otherwise secured or protected from potential damage due to containment pressurization. A checklist of items susceptible to pressure damage shall be prepared by field engineering and shall be worked off prior to final closure of the containment.

5. 15 Pressure gages shall be installed adjacent to the data acquisition system and connected to the drywell and the suppression chamber.

5 16 Ho unauthorized personnel shall be within a radius of 100 feet from centerline of the containment during the time period after the containment is pressurized to 15 psig until start of final depressurization..

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Specification 8856-C-44 Revision 2 6 ~0 PERSONNEL Test personnel shall be designated and briefed on required duties well in advance of the start of the structural integrity test. Test personnel shall include:

6~ 1 A test director furnished by Bechtel Research and Engineering and designated by project engineering and two alternates - one pex shift.

6 2 Three data acquisition equipment operators - one per shift.

6~ 3 Eighteen concrete surface crack inspectors - six per shift.

6i4 Security guards - number to be determined by, construction.

6~5 Equipment operators - number to be determined by construction..

6~ 6 Quality contxol personnel as required by Paragraph 10.0 '

6 ' A cognizant project engineering representative and two alternates.- one per shift..

7 ' STRUCTURAL TNTEGRETY TEST MEASUREMENTS T e of Measurements. Measurements of structural response to be recorded during the test are:

concrete strain and temperature; strain in the diaphragm slab anchorage assembly; stx'ain on the interior face of the linex; strain in the rebax-to-refueling head support skirt connection; changes in primary containment shell dimensions; strain in diaphragm slab support columns; and changes in the crack patterns on the concrete exterior surface. The locations and orientations of measuring devices axe specified on referenced drawings 8856-C-383, 384 and 386. Locations and

.-layouts of crack mapping areas are specified on ref erenced drawing 8856-C-387.

7~ 2 Pre uen of Measurements 7020 1 Strains, concrete temperature and deformation data shall he recorded at the following times and pressures..

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Specif ication 8856-C-44 Revision 2.

a.. At three hour intervals for at least 18 hours2.083333e-4 days <br />0.005 hours <br />2.97619e-5 weeks <br />6.849e-6 months <br /> prior to the start "of pressurization. The test

'irector shall review these measurements and determine whether

'ny of the instrumentation is inoperable or malfunctioning. Any instrumentation found inoperable shall be documented as such.

b. At the start of pressurization.

c.. At 5 psig and psid pressure changes during pressurization and depressurization..

d.. At the beginning of, end of, and at one hour intervals during constant pressure hold..

e.. At, the completion of depressurization.

f.. At four hour intervals for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> following the completion of depxessurization. However, if containment deformations indicate zero or very small delayed recovery following the completion of, depxessurization, the test director may discontinue recording deformation data not earlier than 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> following the completion of depressurization.

7~2~2 Deformation data obtained by, taut wire extensometers shall be verified at three locations by the use of dial gages outside containment. Dial gage readings shall be taken at the following pressure levels.

a. At zero pressure not more than 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> prior to the start of pressurization..

b.. At 30 psig during pressurization..

c.. At 61 psig.

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Specification 8856-C-44 Revision 2 d.. At 32.8 to 33.3 psid (differential pressure) .

e.. Not mere than 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> following the completion of depressurization.

These readings shall be compared with readings taken from the corresponding extensomeiers in order to verify the accuracy of the extensometers.

7.2 3 The test director shall be responsible for insuring that pressure level an&'or pressurization/depressurization rate is adjusted such that all required data in Paragraph 7. 2. is recorded while 1

pressure remains within the tolerance limit of + 0.3 psi and -0 psi.

7 2+4 Concrete crack patterns shall be mapped at the following pressure levels.

a.. At zero pressure not. more than 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> prior to the start of pressurization.

b.. At 30 psig during pressurization.

c.. At, 61 psig.

d.. At. 32.8 to 33.3 psid (differential pressure) .

e.. Not more than 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> follcwing the ccmpletion of depressuriza ion.

Test Data Procedures A each pressure level or time specified in Paragraph 7.2, scrain and deformation data shall be recorded in accordance with the data acquisition system operating manual. The complete data record shall include:

a.. Date and time of data accpxisition.

Drywell and suppression chamber pressures and rate of pressurization or depressurization.

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Speci fication 8856-C-44 Revision c.. internal temperatures in the drywell and suppression chamber.

d.. Outside air temperature, relative humidity, and barometric pressure.

A notation on outside atmospheric conditions.

A notation on any unusual circumstances which affect the prescribed schedule for the structural integrity test or which have a potential effect on test data.

g.. Raw data for all sensing devices.

7~3~2 Concrete Crack Na in a.. During the initial crack survey, each square within the gridded areas shall be visually examined.

The width of every visible crack shall be measured by optical comparator at what is judged to be.

the widest point on that portion of the crack line lying within the gridded area., Zf the measured width equals or exceeds .01 in.,

the crack shall be'mapped per the following procedure:

1 ~ A line shall be drawn alongside of and approximately 1/4 inch away from the crack lying within the gridded area.. An arrow shall be drawn pointing to "

the crack at the location where the width is measured.

Zf the crack ends within the gridded area, a short line

,shall be drawn perpendicular to the crack at its end point. All lines drawn during the initial survey shall be done with yellow lumber crayon.

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Specif ication 8856-C-44 Revision 2 ' A sketch of the crack shall be made on a data form similar to the specimen form shown in Attachment C. The width of the crack and stage number shall be noted on the data form as shown. Also, the data table line for the appropriate stage number shall be completed.

During subsequen crack surveys,.

the procedure described in Section 7 3 2, parz. (a) shall be followed

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with the modification noted below:

Cracks existing at,,a preceding stage may increase or decrease in length and/or width. The width of an existing crack shall be measured and recorded per the specimen data sheet. at the point where the previous measurement was made. The width of a new crack or an existing crack which has widened to .01 in. shall be measured at what is judged to be the widest point along the length of crack line within the gridded area. 'he new crack shall be marked per Section 7. 3. 2, part (a), step 1, if the measured width exceeds ~ 01 in.. Length increases shall be marked as in Section 7.3.2, part (a),

step 1,. by extending the existing lumber crayon line and noting the new end point by a short cross line. Crack shortening shall be noted only if the portion of the crack becomes totally invisible to the naked eye.

When this occurs, the existing crayon line shall be crosshatched along that portion of the crack line which has ceased to be 11-

Specification 8856-C-44 Revision 2 visible .. Subsequent re-.opening of the crack line, if this occurs, shall be marked by a new line on the opposite side of the crack.

All crack activity shall be recorded per the specimen data sheet.

c>> A separate color shall be used to mark crack activity noted at Lumber crayon colors shall each'tage.

be,.

Drywell/

Suppression Chamber

~sea>> Pressure Color 1 0/0 Yellow 2 30/30 Red 3 6 1/61 Greeri 6 1/28 ~ 2 Black 5 0/0 Blue d.. lf portions of the grid are by embedments or structural blocked attachments to the containment, these shall be noted on the data sheet.. At least 40 square feet shall be unobstructed at each area.

The grid shall be extended as r equir ed.

'ata Storage Reduction and Evaluation Data shall be maintained in the test log. Raw data for these devices specified in Paragraph 7.3.1 shall be reduced to engineering units and recorded in Procedure Supplement 1. Each measured value shall be compared against the maximum predicted value as given in Procedure Supplement 1. Those data points falling above the maximum predicted values shall be noted and reported to the test director or his designated alternate not later than one hour after the raw data has been recorded.

l Specification 8856-C-00 Revision 8.0 TEST CONTROL 8+ 1 Structural integrity test activities shall be controlled by a test director. The test director shall be responsible for the gerformance of all test activities specified in this procedure. He shall also have the responsibility for reviewing all structural integrity test data to insure that containment response to the pressure loading remains within acceptance 3.imits given in Procedure Supplement 1, Attachment 2.

8~2 The test director shall halt pressurization in the event containment, structural response does not remain within .acceptance limits.

8~ 3 The test director sha13. have the authority to decide the inoperability or malfunctioning of any stxain sensor.

8~ 0 The test director shall designate an alternate to act in his absence.

9 ' REP0RTING A A test report shall be prepared following the completion of the structural integrity test.. The report shall contain the fo3.lowing:

9~ 1 A comglete description of test purpose, plans and procedures.

9~ 2 A suitable presentation of test data.

9~ 3 A comparison of the test measurements with the allowable limits '(gredicted response plus

. tolerance) for deflections, strains, and crack 9 ' 'n width.

evaluation of the estimated accuracy of the measurements.

9+5 An evaluation of any deviations, (i.e., test disposition of t¹ results that exceed the allowable limits), the corrective measures.

deviations, and the need for 9~ 6 A discussion of the calculated safety margin

'provided by the structure as deduced from the test results..'

Specif ication 8856-C-44 Revision 2 9~7 Conclusions regarding the ability of the containment to fulfillthe design functions.. The conclusions shall be based on the test data and on a reasoned comparison of predicted versus measured

'containment response..

10 ' UALITY RE UIRZMZNTS ~

10 ~ 1 Quality control personnel shall verify that the correct equipment and instruments as listed in Attachment F of this specification are being operated properly and the data is being taken and recorded in accordance with this specification~s requirements..

10 ~ 2 Quality control personnel shall monitor the visual examination and measurement of concrete surface cracks to verify that the correct instruments and methods are being used and the required data is being recorded in accordance with this specification. Any deviations from the specification shall be approved by the test director and the cognizant project engineering representative.

10 ~ 3 Test equipment and material listed in Attachment F requires quality assurance docum ntation which is limited to certificates of conformance for the material and calibration certificates for the instrumentation where applicable. Atta'chment P shows the type of'ocumentation required.

10 ~ 4 The Quality Assurance provisions of the Bechtel Nuclear Quality Assurance Manual and the Bechtel Field Inspection Manual shall be implemented..

10 ' The test report and all supporting documentation are QA records and are to be retained for inclusion in the Quality Assu ance files.

11 ~ 0 UALITY ASSURANCE RZ UIRZMENXS PCR BECHTZL RESEARCH AND ENGINEERING 11~ 1 ualit Assur ance Pro am The organization providing special technical services shall prepare and maintain a quality assurance program consisting of a summary description of the quality procedures implementing the requiremen~s of the quality elements applicable

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Specification 8856-C-44 Revision 2 to the scope of such technical services defined by this specification.

11 ~ 2 Or anization The authority and responsibility of the organization or persons performing activities affecting quality as defined by this specification and the relationship with project supporting services shall be established and documented on a functional operations chart. This chart shall identify the individual responsible for the quality assurance function.

1 1 ~ 3 Test Control A test, program shall be established to assure that, all testing required by this specification is performed in accordance with written test procedures which incorporate provisions for assuring that prerequisites for the given test have been met; that adequate calibrated instrumentation is available and used; that necessary monitoring is performed by trained personnel; that testing is pexformed under suitable environmental conditions; and .that adequate provisions exist acquisition..

f'r data Test..results shall be documented, and evaluated by responsible authority to assure that test requirements have been satisfied. Test report shall be issued demonstrating degree of conformance to the acceptance .criteria.

11 ~ 4 Control of Measuxin and Test Equi ment The program shall include provisions to assure that measuring and test equipment used in the testing activity are of the proper range, type and accuracy prior to and during use. Records shall be available during testing to indicate the current, calibration status of all data acquisition equipment. Provisions shall assure that damaged or inaccurate equipment is repaired and recalibrated ox replaced and removed from test area.

11 ~ 5 Corrective Action Measures shall be established to assure that conditions adverse- to quality are promptly identified; the cause of the condition i~s

II Specification 8856-C-44 Revision 2 determined and corrective action is taken to preclude repetiti'on. Zn cases of significant conditions adverse to quality, their impact upon the validity of recorded test data shall be documented in the final test report with statement of the corrective action taken to assure validity of the test data.

11 ~ 6 ualit Assurance Reccrds Sufficient records shall be prepared as the testing is performed to establish documentary evidence identifying the dates of inspections and tests, the inspection or data recorder, the type of observations, the results, the acceptability, and the action taken in connection with any deficiencies noted. Required records shall be identifiable and retrievable.

Program shall include pxovisions delineating the requirements and responsibilities for record transmittal, retention and maintenance subsequent to completion of work. These requixements and responsibilities shall be established and documented consistent with Project requirements..

1 2e 0 CALZBRATZON CHECK OF TEST E UIPMENT Field shall check the calibration of test equipment as listed in Attachment F of this sgecification and itemized below.- Cal'ration shall be checked at the jobsite both before and after the structural integrity test. Quality assurance documentation shall be furnished.

Calibration shall be checked using following procedures:

1 20 Resistance Tem erature Detectors The calibration of the RTZIs shall be checked by the following one point procedure..

a ~ The RTD shall be fully submerged in an ice water bath.

b.. The bath temperature shall be measured using a calibrated thermometer with i1.0OF accuracy.

'Co. The RTD resistance shall be measured using a certified digital voltmeter. Shen the resistance stabilizes, and the it shall be recorded equivalent temperature determined from the RTD calibration chaxacteristic. 'Zf the calculated RTD temperature agrees with that

Specification 8856-C-44 Revision 2 I

measured using the thexmometer to within 3oF, the RTD shall he accepted as heing within calibration.. Pxoject engineering shall he notified if the difference exceeds 3oF.

12 2 Ps chzometer and Barometer The dry and wet bulb temperatuxes indicated by the test psychrometer shall be compared to those indicated by another psychrometer. If the temperatures indicated by the two units differ by no more than 2.0~F, the test psychrometer shall be accepted as being in calibration. If the difference in either wet bulb or dry bulb temperature is greater than 2.0oF, a calibrated thermometer .(11.0~F) shall be used to determine which psychrometer is in error. If psychrometer is in error, the thermometer the test element (s) indicating incorrectly shall be replaced. If the second psychrometer is in error, the comparison shall -be repeated using a third psychrometer. The psychrometer to which the to st psychrometer is compaxed need not have certification documents.

The test barometer indication shall be checked against barometric pressure report d hy either the nearest weather staticn or airport.. The reported barometric pressure shall be corrected for altitude difference between the location of the test barometer and the reporting station or mean sea level if the report is corrected to MSL. If test barometer agrees with the corrected report to the within 0.30 inches cf mercury (or 0.15 psia), the test haromet r shall he accepted as heing in calibration. If it shall greater difference, the test barometer indicates a he replaced..

12.3 Pressure Ga es and Dial Ga es ~

Jobsite procedure conforming to the requirements of Procedure G-4, Rev. 6 of the Field Inspection Manual..

12 ~ 4 Taut Hire. Extensometer Transducezs See Specification 8856-C-43, Section 12.9

Specification 8856-C-QQ Revision 2 12 ' Data Ac uisition S stem The data acquisition system shall be checked for performance and calibration in accordance with the following procedure..

ao ~ 1 ~ Set the system to scan all channels at 2 to 5 seconds per channel.

2 ~ ~ Xnitiate a scan and manually record time, channel number and DVM indication.

3 Compare manual record zo printed paper

~

if tape system is operating properly, manual and printed records will be identical.

b.. Power 'Supply Voltage Monitor Check Measure and record individual power supply output voltages with a calibrated DVM.

2~ Compare recorded measurements to system voltmeter indications -each pow r supply

,is monitored by a separate system data channel.

30 ~ Zf the discrepancy between the independent power supply voltage measurements is less than .5% of the larger measured value, system calibration on the power monitor

'hannels is acceptable. supply c.. Random Channel Voltage Conversion Check 1 ~ ~ Select 20 system channels randomly bu representat'ively distributed among the CM, TG, and taut wire channels.

2 ~ Measure input voltage to system at terminal panel with a,calibrated DVM.

3t Compare measurements in c. 2 above with sys em DVM display. Xf the discrepancy between independent voltage measurements is less than .5% of the larger value or less than 20 microvolts, system calibration is acceptable..

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SPECIFICATION 8856-~

ATTACHMENT A REVISION 2 PRESSURIZATION TEST SE UENCE AND SCHEDULE 2 HR..MIN. 61.0 tO g 2 HR. MIN.

/

3.p psig/hr. max. ORVWELL PRESSURE

/ q

/

.//

/ o EQUALIZATION PRESSURE~'48 PSIG I

ORYWELL 5 I 40 SUPPR ESSION CHAMBER

/

PRESSURE

/ . I ~See Note 1 0

D / I below 8 / I 30 28;p to /

28,2 PSIG I

I H.HR. MIN.

I SUPPRESSION CHAMBER PRESSURE 2 3 4 6 7 PHASE-REFER TO ATTACHMENTB FOR VALVE LINEUP 10 16 24 HOURS FROM START OF PRESSURIZATION NOTES:

l. No limitation on final depressurization rate.

I I

SP ECIF ICATION 8856 C-44 R EV IS ION 2 ATTACHMENT B PIPING AND VALVING SCHEMATIC BS1 RV Penetration No. X-5 V4 V2 V1 F1 AC1/MS1 ORYWELL V3 I

SUPPRESSION CHAMBER 6" Pipe (Typ.)

Penetration No. X-225 PHASE ( REFER TO ATTACH. A ) V1 V2 . V3 V4 . C1

'.1. INITIALPRESSURIZATION 115% DESIGN PRESS: HOLD OPEN CLOSED OPEN OPEN OPEN OPEN CLOSED CLOSED ON OFF

3. BLOWDOWN TO 28.2 PSIG CLOSED OPEN OPEN OPEN OFF ~

4. HOLD AT 28.2 PSIG CLOSED OPEN OPEN CLOSED OFF

~,5. PRESSURIZE DRYWELLTO 61PSIG OPEN OPEN CLOSED CLOSED ON

6. 32.8 PSID HOLD CLOSED CLOSED CLOSED CLOSED OFF.

7. VENT DRYWELLTO S.C. - CLOSED OPEN OPEN CLOSED OFF L FINALBLOWDOWN . CLOSED OPEN OPEN OPEN OFF SEE ATTACHMENTD FOR EQUIPMENT DESCRIPTION NOTES:

The above valve lineups are for operating information only. The valve openings vill be adjusted as required pressures and pressurization/

to maintain required blowdown rates.

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SPEC IF ICATION 885&C.44 ATTACHMENT C R EVIS I ON 2 CONCRETE CRACK MAPPING AZ 1420't LOCATION NO. 7 STAGE Q2 EXTENSION AZIMUTH 142o ELEVATION 664.0'IDTH, STAGE Q4 IN.

EXTENSION STAGE Q1 Qz

.01S

.O17

. Qs Q4 Q5

.oz1

.02S

.020 71 EL. 664.0" QS .020 Q4 .025 Q5 .oz6 STAGE Q4 EXTENSION STAGE Q4 STAGE 05

. EXTENSION EXTENSION STAGE DATE TIME PRESSURE TEMP. oF ,

COMMENTS DRY SUPP. OUTSIDE INSIDERS NELL CHAM 12/3/75 1115 30 78 12/3/75 1704 30 30 25 78 12/4/75 0505 61 82 12/4/75 1800 61 28.2 21 12/4/75 1200. 0 ~

33 77 i AVERAGE FOR DRYMfELLAND SUPPRESSION CHAMBER

~

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i Spe cif cation Revision a 8 856-C-44 ATTACHMENT D PRES SURIZATION SYSTEM E UIPMENT ITEM ~

NO ~ RE ~D DESCRIPTION C 1 1 Air Compressor - Portable Engine Driven (RENTED) Screw Type, Capacity of 1200 scfm, oil free, 8 1GO psi Ingersoll-Rand Model Spiro-Flow 1200 or equivalent..

C-1 2 Air Com ressor - Portable Engine Driven (RENTED) Screw Type, Capacity of 750 scfm, oil free..

AC-1 Aftercccler - Minimum capacity of 5000 scfm (14.7 psia and 600F) with a 10o approach temperature i.e. the difference between the air temperature leaving the aftercooler and cooling water'inlet tem-perature. Shell side design pressure/

temperature - 150 psig/25GoF.. Tube side design pressure/temperature - 150 psig/

400oF.. American Standard Type A300g sire 12040.

MS-1 Moisture Se arator - American Standard Model 8T, Part No. 2-176-5-08-215-01,

~

design pressure/temperature - 150 psig/

400OF, 'with automatic trap, Part No.

2-196-7-06-120-0 1 ~

F 1 Com ressed Air Filter - Minimum capacity of 6300 scfm $ 100 psig operating pres-sure. Collection efficiency capable of removing 99.9% of 0.6 micron and larger dirt particles and 95'f 0.009 micron and larger oil droplets from the air, with Automatic Drain Syst m, Model ST-3 with preset timer for 10-second blow-down interval every 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br />. Zuxn

<<MICROFIBER<<Coalescing Oil Filter, Model Z 1200, or equivalent.

V1g 2q 3g 4 4 Motor 0 erator Butterf1 Valves-Minimum capacity o f 50 OG s c fm 9 110 psig, bubble tigh~ 9 150 psig complete with position indicators by Raymond Control Systems. Cen~erline Waf er Type 6<<Series <<A<<1/60/115 with <<Mar t

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Specification 8856-C-44 Revision 2 50~~ motor driven actuator with manual overide switch control or equivalent control.

RV Pressure Relief Valve - Minimum relief

'capacity of 4800 scfm 8 70 psig. Kunkle Type 4252.

BS-1 Slowdown Silencer - Auditco Type 4+1 Series MGO 6~1 muffler..

M 23M

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Specification 8856-C-44 Revision Z ATTACHMENT E ACTION XTEM RZSPCNSraZLZm-NOTE: Assumes that test will not take Action and Res onsibilit place prior to November 1, 1976 Per-Pre- Re- Xss~ form pare view ue Site Docu Docu jocu Acti-TASK ment ment ment vity Notes Select location and design FE/C PZ/RE FE/C enclosuxe fox data acqui-sition system Spec C-44 supplement 1 PE RZ PE l Eeg/PO for Test ccnsumahles, rental eguipment and other f hardware pex Attachment F Xnstxumentation wiring RE PE PE penetration diagram C

Checklist for preparation FE PE of internal equipment and piping Containment closure punch- C/ZZ C/ZE C/FE list Design pressurization/ FE PZ/RE FZ blowdown system Schedule start of test FE PZ FE

Speci fication 8856-C-44 Revision 2 Action and Res onsibilit Per-Pre- Re- Iss- form pare view ue Site Docu Docu Docu Acti-TASK ment ment ment vity Notes Install liner strain gages install test communications system Pull and terminate instru-mentation wiring Install data acquisition system Establi sh administrative C/RE control area Assign and brief security forces Assign and brief pressure" control and maintenance teams Assign field inspection PZ/FE teams Install temporary piping, valving, compressors and ancillary equipment Install deformation measur-ing system and RTDs 25

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Specification 8856-C-44 Revision 2 I'E Action and Res onsiLilit Pex-Pre Re- Iss- foxm pare view ue Site Docu Docu Docu) Acti- l TASK ment ment, ment vlty II Notes Install accessways,,

scaffolding, lighting and crack inspection grids Brief field inspection teams Final calibration of RE instrumentation Final inspection of test RE preparations Close containment Direct pressure test activities; review and evaluate data during test Test report C.- Construction FE >> Field Engineering FP.- Field Procurement PE - Pxoject Engineering RE - Research and Engineering

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Specification 8856-C-44 Revision 2 ATTACHMENT P TEST E VZPMENT/MATZRXAL RZ uZREMENTS The following performance specifications/product designations are for equipment, and material required to complete the containment structural integrity test.. Equipment and material shall be supplied with quality assurance documentation as shown below in xylem parentheses.,

uantit Descri tion S ecifications Remarks 10 100 ohm copper RTD; Zeeds and Northrup Cat. No. 8195-A10; for measurement of containment internal temperatures (Calibration Certificate) 50,000 18 AWG/4C shielded instrumentation cable; Alpha Hire Corp Cat No. 2424, or ZZ'0

. equivalent; for interconnection between instrumentation and data acquisition

.system (Certificate of Conformance)

'Measuring magnif ier (optical comparator) National Camera, Inc. Cat; Nos..M-0270 (body) and M-0273 (scale),

or equivalent; for measurement of concrete exterior surface crack widths (No document, ation required)

Psychrometer; Bendix Corp.,

Environmental Science Div., Psychron Model 556-2 (P/N 524120-2); for measurement of outside air drybulb and

..dewpoint temperatures (Calibxation i

Cextif cate)

Barometer, 22-31.5 in Hg; Wallace and Tiernan Cat. No. FA>>112150; for outside aix barometric pressure measurement

{Calibration Certificate)

Pxessure gage, 0-100 psig; Wallace and Tiernan 62A-2A-0100; for measurement of dxywell and suppression chamber pressure (2 active gages and 1 spare)

(Calibration Certificate)

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Specification 8856-C<<44 Revision 2 guuanti~ r. Descri tion S ecifications Remarks 75 Taut wire extensomete= for containment deformation measuremen ; operational and performance characteristics as follows:

4.

4 span length range-12 to90 maximum span extension-+ ~

ft.

75 inch

- 25 inch attachment. - magnetic on

~

steel surfaces and 5/16 NC threaded insert on concrete surfaces operating temperature range-30 to 100oF required accuracy in measuremen of span length change - a ~ 01 inches maximum error due to all causes including 200F spatial and/or temporal variation in temperature. (Calibration Certificate) 5000 LF Invar wire for containment deformation measurement. Liameter = 0.050 inch.,

(Certificate of. Conformance)

Scanning digital data acquisition system for recording of strain, deformation and temperature data; operational and performance characteristics as follows:

Printed and punched paper tape output with day, hour, minute time header followed by channel ID and raw voltage data for all inputs Output resolution/accuracy-a 10 microvolt Scan rate - 3 channels/second minimum 4 Display devices - day, hour, minute clock; output voltage w/ 1 or 10 microvolt resolution/accuracy; channel ID Random channel access Input signal conditioning:

<<28>>

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Specification 8856-C-44 Revision, 2 Item guuanti~ r Descxirtion S ecifications Remar}cs 70 DCDT transducers w/24 V excitation and a 5 V output 10 9 100 ohm 3 lead copper RTD~ s (LGN) to measure 0-100OP 60 Ailtech quarter bridge weldable strain gages (nominal resistance 120 R) 120 Carlson strain and joint meters (half bridge w/30 ohm per resistance leg'ominal 130 9 350 ohm full bridge strain gage transduce s resistance b idge input to have

'onditioning span (.5-10 V DC range) and balance g 5 KT/V ran g) e contxols (Calibration Certificate) (System to be leased or rented)

Approved Sources:

General Electric, SIS Schenectdy,, New York 12345 (518) 374-2211, Zxt.52195 Attn: Ken LeGere CTE, Inc.

830 E. Evelyn avenue, Unit F Sunnyvale, California 94086 (408) 733-5222 Datacraft, Inc.

13713 ST Normandie Avenue Gardena, California 90249 (213) 321-2320 10 5 boxes, Lumber crayon; yellow, red, green, black each color . and blue (No documentation required)

Dial gage for verification of containment deformation measurement; operational and performance characteristics as follows:

-29'

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Specif ication 8856-C-44 Revision 2 uantit Descri ion S ecifications Remarks 0 Minimum travel - 1 inch 0 Required accuracy - 1.01 inch (Calihration Certificate)

<<30>>

Speck.fication 8856-C-44 Revision 2 ATTACHMENT G ELECTRICAL PENZTRATICN RZ UIRZMENTS ~

Penetration Reference Module Wire

~ - No.- Dw . No.

1 W 107 8856-E135-31 1 1-240 014 AWG 2 241-480 014 A WG 1 W 300 8856 E135-35 21-260 014 AWG 1 W301 8856-E135-32 21-260 014 AWG Storage and Installation Instructions: Drawing 8856-E135-44 I

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Specification 8856-C-44 Revision 2 INDEX TO PROCEDURE SUPPLEMENT 1 DATA PREDICTIONS NO. OF TABLE TITLE SHEETS STRAIN GAGE LOCATIONS EXTENSOMETER LOCATIONS CONCRETE CRACK MAPPING AREAS I

STRAIN PREDICTIONS DEFLECTION PREDICTIONS ATTACHMENT TYPICAL RECORDING SHEETS FOR CONCRETE CRACK MAPPING AREAS ACCEPTANCE CRITERIA TYPICAL RECORDING SHEETS FOR STRAIN GAGE READINGS TYPICAL RECORDING SHEETS FOR EXTENSOMETER READINGS Sheet 1 of 1

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Specification 8856-C-44

%10 4 Revision 2-TABLE l.

STRAIN GAGE LOCATIONS SHEET 1 OF 2

1. RESISTANCE GAGES RADIAL GAGE NO. ELEVATION AZIMUTH DISTANCE REMARKS RG-077 650'-7" 224,89o 44'0 1/2" Base of Suppression Chamber Wall RG-081 6SO'-8" 22So 45'-l-l/2" RG-141 6500-7" 224.9o 485-3" RG-063 650'.-9ff 224 8o 480-5" RG-078 6S1'-O" 225 '9o 49'-3" RG-125 674'-4" 224.79 44'-9-1/2," Midheight of Suppression

,Chamber Wall RG-133 673'-6n 224.79o 4S'-2" RG-117 6730 6 224.85 48'-0-1/2" RG-074 674'-4" 224.9o 48'-5" RG-134 673'-6" 225o 49 0

] tt RG-130 705'-2-1/4" 224,67o 43r 5 3/4 Base of Drywell Wall RG-066 705'-4-1/2" 224o 43 I 951 RG-073 705'-10-3/8" 224.6o 47 I 3/4" RG-031 705I-8-3/4" 224.3o . 46 I 3/4" RG-056 705'-11-1/4" 224.3o 47'-7-3/4" RG-068 7470-3" 225 38o 311-7-3/4" Midheight of Drywell Wall RG-088 747 I 3fl 22S,45o 31 I 3/8" RG-090 747'-10-3/8" 225o 3 5 1/8 "

I RG-075 747'-10-3/8" 225o 35I-2-1/8" RG-119 748'-OM 225'07o 35'-5-3/4" RG-098 703 I 1/2" 225o 16'-8" Diaphragm Slab at Pedestal RG-095 7O3'-O" 22So 16'-8" RG-128 701'-2-1/2" 225o 16'-8" RG-089 701'-5-1/2" 225 16'-8" RG-ill 703'-0" 195 30'-0" Diaphragm Slab at Column RG-139 7 031-4-1/2" 195o 308-0" RG-103 701'3" 195 3P1 Pn RG-110 700'-10 195 3Pt Pn

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, .~ ~Tc~ Specification 8856-C-44 Revision 2 TABLE 1 SHEET 2 OF 2 RADIAL GAGE NO. ELEVATION AZIMUTH DISTANCE REMARKS RG-136 714'-11-3/4n 314.32 41'-4-1/2n Equipment Hatch RG-093 714'-ll-l/2n 314.3 40 '-11-3/4 tt RG-109 714'-10-1/2" 314.78 44'-6n RG-046 714'<<10-1/2n 314.78 45I On RG-099 723'-11-5/8n 299.98 38 I Oll RG-055 723'-10-1/4n 300.6 38'-8-5/8n RG-059 723'-11-3/8" 300.85 41'-7-3/4" RG-049 724'-O-l/8n 300.9 41'-9-3/4n RG-052 724 I 3tt 329.35 38 I 5 1/4tt RG-050 724'-2-1/4" 329.35 38 I 7t'I RG-058 724'-0" 329.23 41'-9-3/4" RG-060 724'-2-3/8" 329.23 42'-0-1/8n .

RG-101 733I-5-5/8n 315 35 I 7 1/2n RG-062 733'-7-1/2n 315 35'-10n RG-072 733 I 1/4 n 315 39 '-O-l/4 n RG-051 733'-5-5/8n 315 39 I 1/2 RG-112 717'-3-1/2n 314.05 40'-4-3/4n RG-096 717' 1/2n 314.68 44'-8-1/4" RG-076 730'-8n 315 3 6 I.-11-3/4 n RG-070 730'-8-5/8n 315 40'-3-7/8n RG-053 724'-l-l/8" 305.23 38'-2n RG-067 724'-0-5/8n 305.88 41'-7-1/4" RG-061 724'-2-1/4n 324.73 38 I 6 3/8 ll RG-113 724'-l-l/4" 324 41'-8-1/2"

2. CARLSON METERS CM-013 650 I 4n 224.95 45'-2n Base of Suppression Chamber Wall CM-001 650'-4" 224.85 48'<<6-1/2" CM-019 674'-4" 224.52 44'-10-1/2" Midheight of Suppression Chamber Wall CM-017 674'-6n 224.63 45I 3tl CM-014 674'-4" 224.55 48 I 2n

'CM-006 674'-6" 224.65 48'-4-1/2n CM-008 705'-5-3/4n 224. 67 44 2-1/4 n 'ase of Dry-well Wall

'M-010 705'-8-1/4" 224.7 46I 3/4 " tt CM-015 747'-2-l/8n 224.62 31 1~8 tt Midheight of Drywell Wall CM-027 747'-2-1/8" 225 32'-0-5/8" CM-02'1 747'-10-3/8" 224.7 34 I 1/4 'I CM-002 748'-2 224 7 351-1-1/4n Note: For location of gages, see also Dwgs. C-383 and C-384.

I Specification 8856-C-44 Revision Z TABLE 2 SHEET 1 OP 2 EXTENSOMETER LOCATIONS RADIAL GAGES GAGE NO. AZIMUTH ELEVATION MOUNTED TO Rl po 660'-0" Containment Wall R2 750 PI ptr Containment Wall R3 1200 660'-0" Containment Wall R4 181~ 660'-P" Containment Wall R5 2400 660'-0" Containment Wall R6 3000 660 I-Ott Containment R7 480 674I-pn Pedestal Wall'PV R8 10? 0 674 I pit RPV Pedestal R9 162~ 674'-0" RPV Pedestal Rl0 2280 674I RPV Pedestal Rll ?820 I Ptl'74 ptt RPV Pedestal R12 3480 674 I Plt RPV Pedestal R13 480 705'-0" RPV 1020 Pedestal'PV R14 7P51 Pff Pedestal

, R15 1620 705 I~0 fl RPV Pedestal R16 2280 7P5'-0" RPV Pedestal R17 28?0 7P5'I~Ptl RPV Pedestal R18 348o 7P51 Pft RPV Pedestal R19 390 747 I <<4 Il Reactor Vessel R20 990 747 I ~4 ll Reactor Vessel R21 1590 747'-4" Reactor Vessel R22 2190 747 I 4ll Reactor Vessel R23, 2790 747 I 4lt Reactor Vessel R24 3390 747 I 4ll Reactor Vessel R25 480 789 f 9lf Reactor Vessel R26 102o 7891 9ll Reactor Vessel R27 162 789 I ~9 ll Reactor Vessel R28 2?80 789'-9" Reactor Vessel R29 28?o 789I 9tl Reactor Vessel R30 3480 789 I ~9tt Reactor Vessel EQUIPMENT HATCH GAGES El 315 708'-10" RPV Pedestal E2 3150 713'-5" RPV Pedestal E3 315 717'>>ll" RPV Pedestal E4 3150 730'-3" RPV Pedestal E5 315o 734'-9" Reactor Vessel E6 3150 739'-4" Reactor Vessel E7 291o 724 '-1N RPV Pedestal

l Specification 8856-C-44 Revision 2 TABLE 2 SHEET 2 OF 2 GAGE NO. AZXMUTH ELEVATION MOUNTED TO E8 298 So ) -ln RPV Pedestal E9 Elo Ell E12 339'24 '-ln 305 50 324.S 331 50 724'-ln 724 724

)

724'-ln

-ln RPV Pedestal RPV Pedestal RPV Pedestal RPV P ed es tal E13 Vertical wire inside equipment hatch E14 Horizontal wire inside equipment hatch VERTICAL GAGES GAGE NO. A))MOTH TOP ELEV. BOTTOM ELEV.

Vl 30 7OO'-3n 648)-0 V2 47 50 700'-3n 648'-On V3 1500 700'-3" 648'-pn V4 161.5~ 7PP)-3n 648'-On V5 2700 700) 3n 648'-On V6 281.50 700'-3" 648'-on Vj 300 7OO'-3n 648'-pn V8 47 50 700'-3n 648'-On V9 1500 700'-3n 648'-0n Vlp 161.5 700'-3n 648'-on Vll 2700 700'-3n 648'-On V12 281.5 7OO'-3n 648'-pn V13 300 700'-3n 648'-On V14 47 50 700) 3n 648'-On V15 150 7PPI 3)l 648'-On V16 161.5 70P I 3n 648'-on V17 27O'81 7PP I 3n 648'-on V18 50 700'-3" 648) pn V19 300 789)-9n 704'-pn V20 46.5o 789)-9)'89'-9" 704'-On V21 1500 704'-On V22 160.50 789'-9n 704) On V23 270 0 789'-9" 704'-On V24 281 5 789'-9n 704'-pn Note: For location of gages, see also Dwg. C-386.

I l

Specification 8856-C-44 Revision 2.

TABLE 3 SHEET 1 OF 1 CONCRETE CRACK MAPPING AREAS CENTER-LINE CENTER-LINE AREA NO. AZ IMUTH ELEVATION REMARKS 1 211 650'-6" 7' 7' 2

-35'15o 676'-6" x 7 3 204~-40'150 702 I 7' 7

4 0'41'-'6" 7

5 2070-35'15o 782

~

6 724'-1" 7't Equipment Hatch Note: For location of areas, see also Dwg. C-387.

I Specification 8856-C-44 Revision 2.

TABLE 4 SHEET 1 of 4 STRAEN PREDICTIONS (10 in./in, )

For strain gage locations, see Table 1 Pressure (psig)

(Drywell/Suppression Chamber)

Gage No. 0/0 30/30 61/61 28.2/28.2 61/28.2 48/48 0/0 Location RG-077 316 631 215 307 473 Base of CM-013 316 631 215 307 473 Suppression RG-141 --22 Chamber CM-001 0 -14 -22 -16 Wall RG-081 89 178 82 82 140 0

'8 RG-063 176 79 79 138 0 RG-078 40.5 81 28 ' 61 0.5 RG-125 27 54 44 30 I Midheight CM-019 27 54 44 30 1 Of RG-117 0 244 488 170 223 362 Suppression CM-014 244 488 170 223 362 Chamber RG-133 0 439 877 377 407 680 1 Wall CM-017 439 877 377 407 680 1 RG-074 393 785 338 364 608 1 CM-006 393 785 338 364 608 1, RG-134 318 5~ 636 ' 254 '93.5 485 ~ 5 RG-ill 232 465 248 268 376 14 Diaphragm Slab At RG-110 237 474 238 343 380 7 Column s RG-139 0 181 361 192 235 293 9 RG-103 209 417 209 296 334 9

I Specification 8856-C-44 Revision TABLE 4 SHEET 2 of 4 STRAIN PREDICTIONS (10 ig./in.) ~

For strain gage locations, see Table 1 Pressure {psig)

(Drywell/Suppression Chamber)

Gage No. o/o 30/30 61/61 28.2/28.2 61/28.2 48/48 0/0 location RG<<095 173 346 181 276 279 10 Diaphragm Slab At RG-128 242 484 245 147 408 12 RPV Pedestal RG-098 170 339 180 276 276 RG-089 0 159 317 164 181 256 RG-130 281 561 201 512 428 Base of Drywell CM-008 281 561 201 512 428 Wall RG-073 -14 -28 -20 -12 CM-010 -14 -28 -20 -12 -24 RG-066 198 397 207 284 322 10 RG-031 184 368 1'91 282 299 RG-056 85'70 85.5 135 37 ' 7 ~ 5 RG-068 13 13 10 Midheight Of CM-015 13 13 10 Drywell Wall RG-090 21 43 20 43 33 CM-021 21 43 20 43 33 0 RG-088 383 766 343 "775 597 CM-027 383 766 343 775 597 RG-075 322 644 289 651 503 CM-002 322 644 289 651 503 RG-119 172 344 .154 347 268

l l

~

I

Specification 8856-C-44 Revision 2 t

TABLE 4 SHEET 3 of 4 STRAIN PREDICTIONS (10 in./in.)

For strain gage locations, see Table 1 Pressure (psig)

(Drywell/Suppression Chamber)

Gage No. 0/0 30/30 61/61 28.2/28.2 61/28.2 48/48 0/0 Location RG-11 2 644 1287 Below RG-096 530 1061 Equipment RG-093 80 159 Hatch RG-136 406 812 RG-109 55 111 RG-046 347 694 RG-061 0 120 241 Beside Equipment RG-113 467 933 Hatch, Azimuth RG-052 . 120 241 325o to 330o RG-050 36 72 RG-058 420. 841 RG-060 33 66 RG-053 120 241 Beside Equipment RG-067 467 933 Hatch, Azimuth RG-099 120 241 300 to 305 RG-055 36 72 RG-059 0 420 841 0 33 66

Specification 8856-C-44 Revision 2 TABLE 4 SHEET 4 of 4 STRAIN PREDICTIONS (10 in./in.)

For strain gage locations, see Table 1 Pressure (psig)

(Drywell/Suppression Chamber) .

Gage ~

No. 0/0 30/30 61/61,28 2/28

~ ~ 2 61/28.2 48/48 0/0 Location RG-076 778, -1556 Above RG-070 673 1346 Equipment Hatch RG-101 109 218 RG-062 603 1206 RG-072 54 '109 RG-051 0 500 1001 (P-37b)

gi Il I

'pecification 8856-C-44 Revision Z TABLE 5 SHEET 1 of 1 DEFLECTION PREDICTIONS (Inches)

For extensometer locations, See Table 2 Pressure (psig)

(Drywell/Suppression Chamber)

Gage No. 0/0 30/30 61/61 28 '/28.2 61/28.2 48/48 P/P Rl-R6 .15 .29 .13 .14 ~ 23 R7-R12 ~ 23 .46 .21 ~ 22 .36 R13-R18 .08 .16 F 08 .10 .13 R19-R24 .14 ~ 29 .13 ~ 29 ~ 23 R25-R30 F 07 .13 ~ 06 .13 .10 Vl-v6 ~ 03 .05 F 01 03

~ ~ 04 V7-V12 0 .01 .02 F 01 .10 ~ 02 V13-V18 .01 .02 - F 01 07

~

- ~ 02 V19-V24 .16 ~ 32 ~ 09 ~ 32 ~ 23 El ~ 05 E2 ~ .10 .19 E3 .15 ~ 29 E4 .19 .38

~ 18 ~ 37 E6 .18 ~ 36 E7&E12 .18 ~ 37 E8&Ell .18 ~ 37 E96E10 .18 ~ 37 E13 ~ 05 E14 ~ 10 .19

ll ll:

Specification 8856-C-44 Revision ATTACHMENT 1 SHEET 1 OF 5 f

~ 1 Q j ~

~ I-0 ~ I-0 CjRIO TYP SKE CH OF OBSEEVEO Ce cKS SCP~ <: -'~-i'-o" LEGFMD CONC e~TF Cancan(

l'34PPlMG (PwAr e gp) t-.r:..eA w"-.

iCPC,CK L<>!'~TH)

C 9/IW'tLI Attochment 1, 5 echelon

l 5

ll I

Specification 8856-C-44 Revision 2 ATTACHMENT 1 SHEET 2 OF 5 CONCRETE CRACK MA'PPING AREA NO.

~

Pressure Temp.

(ps ig ). ( F)

Dry- Supp ~

Sta e Date Time Rell Cham. Out ln* Comments 14'>.

30 44

• Average for Drywell and.Suppression Chamber

'. Akin ch ment 1, Sec &'on 4 Shee+ 2 cf Z

II g

ll l

I I

~ /

ATTACEBKNT:..1 l 5'pecification Revision 2 8856-C-44 SHEET 3 .OF r

9I5

~

'....: AZltd, Vl Ql le l-UJ OI I Qi.

Qr V) 8 r

~ EQUIPhIGhlT'.'HATCH LOA I

, EL.7>4-I SKEiCH Ot= OBSERVED CEACKB

. SCA'I'

. g~ I -0 LEGEWC CON CP E TE l" PAch:

(STAgC tlO.)

HAPP I tJcv (CPACI~ LEt IQTI-I} APCA 8- 6 (t-PACK NIQT'V) .APPaehmenb J, SecPg'on Sheet 1 of 3

a 1

Specification 8856-C-44

'r <~ Revision z

~ATTACHMENT 1 SHEET 4 OF I

~ ~

I~

EL. 724- t EQU(PAINT AArcH .

UJ

'2.

(J 0

8 II ~+g

~/Q 7 pp 3l5 Azl H.

sKEvcw'i= ot sEevED cpAcKs

...SCALE - g'. = 1'-O" 4

cowrie. v=- CpAc!<

'(STACvE NO.)

(Ct~A"tc. LEi>GYg) APEA M 6 (C~ /-Ct< V(tDVu) Ak.tachrnent 2, Sec&I'on 2"'Rww+

nR

Specification 8856-C-44 Revision ATTACHMENT 1 S BEET 5 OF 5 CONCRETE CRACK MAPPING AREA NO.

Pressure Temp.

(psig)

Dry- Supp.

Sta e Date Time Well Cham. Out In* Comments 90 30'4 30 44

• Average for Drywell and. Suppression Chamber 4 f lachtnd'nf'~'$8cflPo 2

/

Sheet 9 o$ 5

gi Specification 8856-C-44 Revision 2 ATTACHMENT 2 Sheet 1 of 1 ACCEPTANCE CRITERIA

1. Displacement Measurements The maximum allowable displacements are as follows:

a. Wall; radial direction - 1.0 inch

b. Equipment hatch, radial direction - 1.0 inch

2. Strain Measurements The maximum allowable strains are as follows:

-6

a. Mall 1500 x 10 in. /in.

-6

b. Equipment hatch 2000 x 10 in;/in.

3. Concrete Crack Inspection The maximum allowable crack width is 0.06 inch.

If the above values are exceeded, mediately halt pressurization. '

the test director shall im-

5 ll

! 'pecification Revision 2 8856-C-44 ATTACHMENT 3 SHEET 1 OF 3 STRAIN GAGE READINGS & PREDICTIONS Pressure Temp. Maximum si ) (oF) Measured Predicted Dry- Supp0 Strain Strgin Sta e Date Time Hell Cham. Out In* (10 6 in./in.) (10 in./in.)

10 10 15 15 20 20 25 , 25 3.0 30 35 35 9 40 40 10 45 45 ll 50 , 50 12 55 55 60 60 14 61 61 15 60 60 16 55 55 17 50 50 18 45

• Average For D rywe an Su pp ressxon Chamb er

-l I

II

i- Specification 8856-C-44 Revision ATTACHMENT 3

.SHEET 2 OF 3 GAGE NO.

Pressure Temp. Maximum

( si ) (oF) Measured Predicted Dry- Strain Strain Sta e Date Time Nell Supp'ham.

Out In* (10 6 in./in.) (10"6 in./in.)

19 40 40 20 35 35 21 30 30 22 28.2 28.2 23 30 25 40 26 27 50 28 55 29 60 30 61 28.2 31 60 30 32 37 33 50 45 34 48 48

! 35 45

• Average For Drywell and Suppression Chamber I

-l Specification 8856-C-44 Revision' ATTACHMENT 3 SHEET 3 OF 3 GAGE NO.

Pressure Temp. Maximum (psig) (oF) Measured Predicted Dry- Supp Strain Strain Sta e Date Time Well Cham. Out In* (10 6 in./in.) (10 6 in./in.)

36 40 40 35 38 30 30 39 25 25 40 20 . 20 41 15 15 42 10 10 43 44 0 0

• Average For Drywell and Suppression Chamber

Specification 8856-C-44 Revision 2 ATTACHMENT 4 SHEET 1 OF 3 EXTENSOMETER READINGS & PREDICTIONS GAGE NO.

Pressure Temp. Maximum (psig) ,( F) Measured Predicted I

Dry- Supp. Deflection Deflection Sta e Date Time Nell Cham. Out In* (Inches) (Inches) 0 2

3 10 10 4 15 5 20 20 6 25 7 30 30 8 35 35

~

9 40 40 10 45 45 11 50 50

! 12 13 60 60 14 61 61 15 60 60 16 55 55 17 50 50

• Average For Drywel and Suppression C amber

Specification 8856-C-44 Revision 2.

ATTACHMENT 4 SHEET 2 OF 3 GAGE NO.

Pressure Temp. Max>mum

( sig) (oF.) Measured Predicted Dry- Supp, Deflection Deflection Sta e Date Time Well Cham. Out In* (Inches) (Inches) 18 45 45 19 40 40 20 35 21 30 30 22 28.2 28.2 23 30 24 35 25 40 26 45 27 50 28 55 29 '60 30 61 28. 2 31 60 30 32 37 33 50 34 48 48

• Average For Drywell and Suppression Chamber

I I