ML18025A666

Susquehanna Unit 1 - 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 CONTAINMENT STRUCTURE UNfT il Doe!<et@~:-,-3E'7 Czotrol~7 Date$/~3'f Documehb zcumxoa DI:et<a Caa, BECHTEL POYVER CORPORATlON SA hf F RA N C l 8 CO gi~II II.k TABLE OF CONTENTS LIST OF FIGURES PAGE NO.1.INTRODUCTION 2.

SUMMARY

AND CONCLUSIONS 3., DESCRIPTION OF CONTAINMENT STRUCTURE 4.TEST PLAN AND PROCEDURES 4 5.4.1 Test Plan 4.2 Test Procedures

4.3 Calibration

4.4 Estimated Accuracy of Measurements TEST RESULTS 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 17 L l l~l~I.

LIST OF FIGURES FIGURE 3-1 4-1 Containment Structure Pressurization Schedule 4-2 4-3 Concrete Strain Sensor Locations-Typical Section Az 225'oncrete 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 4-7 Extensometer Installation and Operation 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 5-8 5-9 5-10 Comparison of Typical Extensometer Measurements at Mid-height of Drywell'with Predicted Deflection Radial Deformations at Mid-height of Suppression Chamber for 30 psig and 61 psig Radial Deformations at Mid-height of Drywell for 30.psig and 61 psig Vertical Extension vs Test Pressure for Extensom-eters Vl Through V6 I 11 I I I 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 5-15 Comparison of Typical Vertical Extensometer Measure-ments in Suppression Chamber with Predictions Comparison of Typical Vertical Extensometer Measure-ments in Drywell with Predictions 5-16 5-17.Radial Deformations Above and Below Equipment Hatch Radial Deformations on Either Side of Equipment Hatch 5-18 5-19 5-20 Deformations Across the Horizontal and Vertical Diameters of the Equipment Hatch Comparison of Deformation Above and Below'quip-ment Hatch with Typical Deformation Away From Equipment Hatch at 30 psig Comparison of Deformation Above and Below Equip-ment Hatch with Typical Deformation Away From Equipment Hatch at 61 psig 5-21 5-22 5-23 Comparison of Deformation Above and Below Equip-ment Hatch with Typical Deformation Away From Equipment Hatch at 28.2 psig 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 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" I I 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 5-31 5-32 5-33 5-34 Plot of Predicted and Measured'oop Strains vs Test Pressure for Outside of Suppression Chamber Wall at Mid-height Plot of Predicted and Measured Meridional Strains vs Test Pressure for Outside of Drywell.Wall at Mid-height Plot of Predicted and Measured Hoop Strains vs Test Pressure for Outside of Drywell Wall at Mid-height, Comparison of Radial Deformations Calculated From Hoop Strains, Radial Deformations Measured With Extensometers and Predicted Radial Deformations at 30 psig 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 5-36 Deformation of Base Slab at 61 psig Surface Concrete Cracks Observed in Crack Mapping Area No.2

~gi~~~

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 5-40 Comparison of Vertical Extension Measured by Ex-tensometers V22 and.V23 With Vertical Extensions Measured by Extensometers V19 Through V21 and V24 Comparison of Radial Deformations Measured by Dial Gages and Extensometers at Similar Elevations and Azimuths I I I 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 it to 115 percent of its design pressures.

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 f utur 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.

I I I 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 it does not contr ibute to the response of the structure.

~~1 Il I I l)I 2.

SUMMARY

AND CONCLUSIONS I 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 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.

l I I I l~I Il~I 00 EL~791 I 9ll STEEL LINER a~~~a~aa~'a~'a EQUIPNE T,HATCH lI.II 270o EL.724'-1 aa~a~l a~a~~~a 90~~~~/)~EL, 704'-0 3t 6ll 3 I 6 IIP STEEL COLUMN a 4~~~~i aa~~EQUIPMENT HATCH/a~g aa c~~'R-30'-0"~0~'=44'-0" a ca t7~c-4 P~EL.640'-3" 7'-9" 6'-0" 100 HORIZONTAL SECTION THROUGH CONTAINMENT STRUCTURE 8 EL.724'-1" 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 embed-'ed devices-resistance strain gages bonded to No.4 rein-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

~gi l 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 strain'eters, barometer, pressure gages and digital indicators were individually calibrated using instr uments cer tif ied traceable to the National Bureau of Standards.

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 Q gg.40 N 30'I R 2L1 PSIG 0166 HRS~0266 HRS DRYWELL PRESSURE/I//I r SUPPRESSION CHAMBER PRESSURE 10 2316 HR JAN.16, 1877 12 16 20 24 JAIL 16, 1977 12 16 TIME{HOURS)FIGURE 4.1 PRESSURIZATION SCHEDULE

EL 785 1 H EL 775'El 747'1 EI 715'4 EL 704'144 II-EL 698'-1l V H-EL 48!V4"~INSTRUMENTED BAR OR CARLSON.METER ORIENTED IN CIRCUMFERENTIAL DIRECTION INSTRUMENTED BAR OR CAR LSON METER ORIENTED IN.DIR ECTION SHOWN IEXCKPTHELICAL STRAIN SENSORS AS NOTEDI H HELICAL SENSOR ALIQNED WITH HELICAL RKINSORCINQ fo IEI E I 673'-10-EL 662'4" H EL.651'4" EL 648'4 9'2" 6'4 24'4 XV 10 43'4 EL 640'W'FIGURE 4.CONCRETE STRAIN SENSOR LOCATIONS-TYPICAL SECTION O AZ.2250

'4'+)8+SO~;~'P::..<oI'.of 4/~i>ri: CIIP O~0 OUTSIDE ELEVATION SECTION 8-B SECf ION C-C 4'~)F..0"0'.'go SYMBOLS STRAIN SENSOR IN PLANE OF FIGURE~STRAIN SENSOR NORMAL TO PLANE OF FIGURE SECTION A-A~FIGURE CONCRETE STRAIN SENSOR LOCATIONS-EQUIPMENT HATCH 6 AZ 316

~j,f:.O".O EXTENSOMETER

{TYP)RTD (TYP)COAe~44+4A O," 5L790'4"'0~\0 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 RTD 1 0102o 0 EL 747'P" UNO R19 0 RP06'20 0 99o R2'I 0 159o R22 0 219o EL 749 R23 0 279o R240339o EL746 RTD 2 099o V19 ZO'.6" RAD 0 25o V20 20'8 RAD 0 51o y21 21'.9" RAD 0 150o V22 214%" RAD 0 160o30 V23 20'-6" RAD 0 270o V24 20'-1" RAD 0 285o 0 Et 705'W'NO R13.0 48o46'L 705'.2'14 0 101 20'15 0 161oZO'L 705'.2.5" R16 0 228o R17 0 281 01'L 705'-2.5" R18 0 348o RTD 3 Cl 101 20'RADIUS 18'-1O" V13 0 30o V14 0 47o3O V15 0 150o.V16 O 161o3O V17 0 270o V18 0 281o30'.4S4'P.O IS'OO 0'0 0 dG.~'0 0 RADIUS 24'~V7 0 3Oo VS 0 47o3O Vs 0 150o v1o 0 161'3o11 0 270o V12 0 281 30'i RADIUS 34'W'1 Cl 30o V2 0 4~V3 0 15oo v4 0 161'3o Ve 0 2700 V6 0 281 30'P~'44~'0 HPG r Ss O CL+0 Cf O LS'4S".6" 0 Vp 4'r.0 EL 670'~DIAt.GAGE 0 48o 282o 398o 0 EL 674'WP R7 0 48o R8 0 102 R9 0 162 R10 0 228o R11 0 282 R12 0 348 RTD 4 0 102 0 EL.66O'~R1 OOo R2 0 75o R3 0 120o R4 0 181o RS 0 24O R6 0 300o FIGURE 44 EXTENSOMETER ANO TEMPERATURE SENSOR LOCATIONS (EXCEPT EQUIPMENT HATCHI

E6 (EL 739'4" 0 316427')EXTENSOMETER END POINT (TYP)rES (EL734'-9" 1315 38')TEMPERATURE SENSOR r a E4 (EL 730'-3" I 315o)EL, 725'6.5" EB~EL 725'-7" 15'-3" 6'-2" 10'W'13 E14 6'-2" 10'8" E11 EL 725'-7 EI 724'-'I" E10 15'-3.E12-0 EL 725'-7.5" E3 (EL 717'-11" 0 31M 0 E2 (EL713'-5" 0315)0 E1 (EL 700'-1" 4 31~')315 E13 5 14 ACROSS HORIZONTAL 8 VERTICAL OPENING DIAMETERS (VERTICAL WIRE PARALLEL TO CONE SURFACE)~FG R 45 EXTENSOMETER AND TEMPERATURE SENSOR LOCAT)ONS 0 f QU(PMENT HATCH 0 AZ 315o I I POINT (1)MAGNETIC ATTACHMENT TO RPV OR LINEA PLATE.050 DIA INVAR WIRE (THERMAL EXPANSION COEFFICIENT

-7x10'7/F)TURNBUCKLE FOR LVDT CORE ADJUSTMENT UNIVEASAL SWIVEL 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~17 19 LBS.POINT (2)WELDED'TTACHMENT TO DRYWELL LINER OPERATION:

IN OPEAATION, SPRING MAINTAINS APPROXIMATELY 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 INSTALLATION ANO OFERATION I I 1'-3 5/16" GRID LOCATION TYP-SEE DETAIL 1 El 779'-0" 6 SP O 1'4I" 316o 3'-6" Q EL.738'0" 0'-7 3/4 5'W EL 724'1" EQUIPMENT HATCH EQUIP.HATCH EL 698'-6" EL 673'0" Qt+tt+EL 647'4" 215 315o OUTSIDE EL 0 EQUIPMENT HATCH 7SP 0 1'W'SP 0 1'~DETAIL 1 ZlRlf~CONCRETE SVRFACE CRACK MAPPING AREAS

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 il-lustrate the difference in behavior.In figure 5-13 the defor-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 I 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:

l I I 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 thesefigures 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 i~bo t tom-~~o 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 dif ferential) 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

.14 CO M u.12 M RANGE OF R-1 THRU R-6 (SEE FIGURE 4-4 FOR LOCATIONS) o.10 H 4.08 a 06 M A 04~02~00 60 50 40 30 20 p, 10 4 IO 0 s~e 8 r r ecv 0 t 0 0 snNnnsMr PRESSURIZATION STAGE FIGURE 5-1 RADIAL DEFORHATION VS TEST PRESSURE FOR EXTENSQHETERS R-1 THROUGH R 6 gg K D1 O g A Q CO EO Z I I I

~20.18 16 RANGE OF R-7 THRU R-12 (SEE FZQURE 4-4 FOR LOCATIONS) cQ~14 hl U R~12 g.10 V-08 A-06 H l5-04~02 F 00 60 50 K 40 30 20 10 P)Cll W Ch r4 rl 8 6 N P4 5 Pl Pl Pl Ch 0 Ih 6 CD CD%W PRESSURIZATION STAGE FIGURE 5-2 RADIAL DEFORHATZON VS TEST PRESSURE FOR EXTENSOMETERS R-7 THROUGH R-12 W C O CD CD CD M fa V)bl O M C M a 04 02 RANGE OF R-14 THRU R-18 (SEE FIGURE 4 4 FOR LOCATIONS)

~00 R-13 60 50 40 30 20 10 II/o a~o w~i s rv e c o o~E M M eK N tV 0 M Pl PRESSURIZATION STAGE FIGURE 5-3 RADIAL DEFORHATION VS TEST PRESSURE FOR EXTENSOHETERS R-13 THROUGH R-18 I I

CJ M~10 R O.os Ll l4~06 a o4 RANGE OF R-19 THRU R-24 (SEE FZGURE 4-4 FOR LOCATIONS)

~02~00 60 7p 50 40 30 20 10 4 4 r4 6 N h Ol A W%0 t4 0 h 0 0 r4 N 0 N Pl Pl M tP PRESSURIZATION STAGE FIGURE 5 4.RADIAL DEFORHATZON VS TEST PRESSURE FOR EXTENSOMETERS R-19 THROUGH R-24 2 gg lal O ga 4 0 Cll CQ CC CO M"<<25>>

I I I I I N Ll O M RANGE OF R-25 THRU R-28 AND R-30 (SEE FIGURE 4-4-FOR LOCATIONS) 0~06~04 A~4 M+.02 A~00 29 60 7n 50 40 30 20 10 N 0 Ch M%W Ch A Ql~W O O<eW M C4 0 C4 Pl Pl t1 PRESSURIZATION STAGE FIGURE 5-5 RADIAL DEFORMATION VS TEST PRESSURE FOR EXTENSOMETERS R-25 THROUGH R-30 gg Ll O Q IQ l l I

~50.45~40 cted Predi~35 0 c~30 0 M U.25 D1 fae~20 M.10 R-11~~05 0 50 40 30 20 10 4 Pl lh h Ol M<.W CV EV PRESSURIZATION STAGE lip 0 0 Pl Pl Pl 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 0.05 R-21~R-24 60 50 40~~30 20 Pl 10 O O+H m n n r n e g o w+a cv N PRESSURIZATION STAGE FIGURE 5-7'COMPARISON OF TYPICAL EXTENSOMETER MEASUREMENTS AT MZD-HEIGHT OF DRYWELL WITH PREDICTED DEFLECTION

~~l

~30.24 u R M~18 0 H 0~12 61 psig H 4'06 30 psig 00 48 (R7)102 (R8)1'62 (R9)AZIMUTH (EXTENSONETER) 228 (Rlo)282 (Rll)348o'(R12)FIGURE 5-8 RADIAL DEFORMATIONS AT MIDHEIGHT OF SUPPRESSION CHAMBER FOR 30 psig AND 61 psig

'5 4 l, I

~15.12 M o~09 61 psig 2:.0 O Cl A~06.03 30 psig Oo 38o06 (R19)99o (R20)159o (R21)219o (R22)279 (R23)339 (R24), AZIMUTH (EXTENSOMETER)

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

I I'

.16 CO Ul x u 2.10 R O I Q R 0 ill g.06 tJ I LQ ANGE OF V 1, V3 AND V5 F V2 RANGE 0 , V4 AND VS o,06 10 1 3 5'9 11'l4 14a 1922 25 27 30 30m 34 41,44 8 HOURS AFTER'PRESSURIZATION STAGE 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 ,V9AN D V-11 x M 0 z 0 I z 0 Ill g-.06 4 CJ I W 0'GE0~10AN D V.RA F V4,V~.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 x CJ R=.05 Z O R Q llJ 0 I IC Lll);05 V-18 ANGE OF V-13 , V-15 AND V~17 RA NGE OF V.14 AND V-16;10 UJ 30 N 20 10 3 5 7 9 11 14 14a 19 22 25 PRESSURIZATION STAGE 30 30a 34 41 44 8 HOURS AFTER FINAL SLOWDOWN FIGURE 5-12 VERTICAL EXTENSION VS TEST PRESSURE FOR EXTENSOMETERS V-13 THROUGH V-18

~20.15 0 H Q.10 O k.05 V-22 V-23 RANGE OF V-19 thru V 21.AND V-24-.05 60 50 40 30 20 10 0 n$r4 Pl Ill W Ch W&W Ch N IA CV Cf r o o Pl Pl Pl PRESSURIZATION STAGE FIGURE 5-13 VERTICAL EXTENSION VS.TEST PRESSURE FOR EXTENSOMETERS V-19 THROUGH V 24 l

.01 0 N O 0 c-.01 V-13 V-14-.02 R M-.03 C-.04 V M a'.05 hl~Q dicte Pre-.06-.07~60 50 40 30 g 20 10 Q Q Pl P1 Pl o w r~n CV PRESSURIZATION STAGE FIGURE 5-14 COMPARISON OF TYPICAL VERTICAL EXTENSOMETER MEASUREMENTS ZN SUPPRESSION CHAMBER WITH PREDICTIONS

.30 m~25 Cl 0 c Predicte.20 O M~15 V M.10 V-2/0 IV19.05 60 30 20 p, 10-e Pl Ih 6 Oi 6'%N P4 PRESSURIZATION STAGE e 0 0 Pl Pl P1 FIGURE 5-15 COMPARISON OF TYPICAL VERTICAL EXTENSOMETER MEASUREMENTS ZN DRYMELL NZTH PREDICTIONS

TEST PRESSURES (psi)CO I o 00 I ED E6 E4 E3 E2 I I I*30.010.013.011.000..000.007*61 HEA-PRE-SURED DICTE.067.36.068.37.074.38.052.29.048.19.037.11 F I I*28.2.047.054.054.046.040.030*61/28.2.080.088.090.064.057.042*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 I lA CO I O E12 Ell-30.029.022 NEA-PRE-SURED.097.37.106.37.086.37*28.2.066.069.063*61/28.2.109.120.101 315 Pl I ill CO I o E9 E&E7 078 37.0&7.37.0&0.37.050.053.051.092.101.094*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-SOMETER E13*30.000 MEA-SURED-.01'4 RE-ICTED*28.2**-.010*61/28.2.014.015..065.19.040.072 E14 E13*NOTE DEFORliATIONS WERE PREDICTED FOR 61 psi ONL EQUIPMENT HATCH**NOTE HOOP'BARS IN TENSION O 315 ELEVATION OF HATCH TEND T PRESS-Tl IN THE 1 NAL DI COM-E-HATCH-ERXDI-ECTION!FIGURE 5-18 DEFORMATIONS ACROSS THE HORIZONTAL AND VERTICAL DIAMETERS OF EQUIPMENT HATCH HOOP REINFORCING

.STEEL BENT AROUND HATCH l 5 II I R25-R30 TYPICAL DEFORMATXON R19-R24 E6 E5.E4 TION ABOVE HATCH El R13-R18 FO 0 LOW HATCH.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 R19-R24 DEFORMATION ABOVE HATCH E6 E5 Z4 E3 E2 El R13-R18 DEFOEQtATION BELOW HATCH 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 R19-R24 al DEFORMATION ABOVE HATCH 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 0.00 10 20 30 TEST PRESS.URE (psxg)40 GE OF R-1 HRU R-6 V 50 60 FIGURE 5-24 COMPARISON OF RADIAL DEFORMATION CALCULATED FROM MEASURED HOOP STRAINS AT ELEVATION 662'-0" WITH RADIAL DEFORMATZONS MEASURED WITH EXTENSOMETERS AT ELEVATION 660'-0" 8 I 1 I l

.48.42 CM-017.36.30 R 0 M U a M O.24.18 RG-133 I l RG-074.12 Range of R-7 thru R-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 R M R 0 M U Q1 4 Ql Cl.024.020 RG-0 6 M A.016.012,.008.004 RANGE OF R-14 THRU R-18 0.000 0 10 20 30 40 50 TEST PRESSURE (psig)N 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

.10.08.06.04.02 Range of R-19 Thru R-24 CM-027 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 hl U R H.05 0 H E+O Q M a.04.03 RG-097.02 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 I o 200 100 RG-117~CM-014 60 50 40.R,-30 g,.20 10-<<H&M7 d cn e e e cv PRESSURIZATION STAGE d C<<CR<<<<G<<<<<<<<<<<<7 Pl FIGURE 5-29 PLOT OF PREDICTED AND MEASURED MERIDIONAL'TRAINS VS~TEST PRESSURE FOR OUTSIDE OF SUPPRESSION CHAMBER WALL AT MID-HEIGHT l

800 700 600 I 500 dict Pre M 400 CM-006 300 200 RG-074'.100 0~60 50 40 30 vl 20 10 i 4 c a w m m cv P4 PRESSURIZATION STAGE 4 m n n 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'Cl I X 30 Predicted p%20 C)CM-021 10 60 50 40~30 20 10 Cl Pl Ill W Ol A%%hl CV PRESSURIZATION STAGE O O Pl Pl M FIGURE 5-31 PLOT OF PREDICTED AND MEASURED MERIDIONAL AT MZD-HEIGHT II I I 700 600 soo 400 M 300 icted Pred 200 RG-075 100 CM-002 60 50 40 30 10 i.4 Pl IA 6 Ol A%%CV N PRESSURIZATION STAGE 4 Q Q~A%P Pl Pl M 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~~As 4 A~~-~~0~~}~1~0'~r-I I I I I a I I~~~s~~P~~w Q a I I~'~0 1~'~'4~~~0 l II a I g REACTOR I I g 0..o 0 SUPPRESSION POOL WALL+.0142'g...o~.o o.o 0~a o.o a'o 0<o'0 D'oo.0'o EFLECTION BASE N RADIAL TRAI-.0136~+.0015-.0063 0122 0 0, L~0'o~o O.'0-.0191~-.0250-.0247 m-,0189 0259-.0248 9l 0ll E LECTION 0 HOOP ST 42-11 1/2" ASED IN 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 STAGE 3p pn TYPICAL GRID FIGURE 5-36 SURFACE CONCRETE CRACKS OBSERVED IN CRACK MAPPING AREA No.2 I II 8 I II~

STA 30 EXT.STAGE.EXT ST GE 14 E 30 10 0.009 STAG 14 EXT.STAG E 44 0.STA 003 EXT.1 0.25 S AG 7 0.032'.025 30I 4g.032.032 0.032 7 0.027 14 O.p3p 30 0.030 1t pn TYPICAL GRID STAGE 7 EXT.1 0.030 7 0.030 44 0.030 14 Q.030.39 0.030 44 0.027 NAPPING AREA No.4 I I I I 14 0.015 k I LLl zz 43~~>~CL~5w (3 t4~Cg 0 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 50.40~30.20 Ql.10 H P 0 H-.10 3.20 O H-.30 22 23 V-21&V-2-.40-.50 60 50 o 40 30 20 10 4 4 Pl lh>Ol H~&W Ch CV Ih W O O C4 Pl Pl t1 C y 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 STAGE-RYWELL SUPP.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-I I 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.It was discovered later that there was a small void beneath the 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 it had escaped.This amount of permanent deformation will not effect the behavior of the liner 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 I I I I I APPENDIX 2 EXTENSOMETER AND STRAIN GAGE DATA I I I I 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 PRESSURIlATZON STAGE O t1 Pl 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 H 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)Hoop or circumferential direction Denotes gages found to be defective before pressurization began A2-2 ll I 1 TEST PRESSURE (psig)GAGE DIHXTICH EIZVATICH 10 20 3Q 40 50 61.2 28.1 61.2~281 48'9 0 0 8 8 EBS.Radial Exten-someters at Elev.660'-0 R-1 R-2 R-3 R-4 R-5 R-6 660'-0 660'-0 660'-0 660'-0 660'-0 660'-0 Qo 75o 120o 1&1 240o 300o.004.007.002.005.002.005.003.006 00.006.011.011.007.008.008 15.017.017.031.092 010.024.101.012.023.075.011.023 085.0.1.Q25.Q52.12&.059~060.047-.052 0 8.073.057.081.025.058.088.022.042.065.015.046.073.021.0 2.95.027.O7O.107.031 025.022.016.020.022.Q29 Radial Exten-someters at Elev.674'-0 Radial Exten-someters at Elev.705'-8 R-ll R-14 R"15 R-16 R-17 674'-0 Q 674'-0 705'-2 705'-0 705'-24 705'-0 705'-2 48 102 0 22&o 2S2o 34&o 4So46~lolo 161 2280 2&loO1'003

.010.00.4.000.008 002.010.000.000 F 000.000.000.000.000.000 018 014.013.019.00.000.000.OOO.029 053.162.025.052.161.015.057.198.032.059.162.006.010.024.000.006.019.000 000.011.000 000.011.095.095.115.095.02.015.Oll.012 085.133.033 090.131.036 110.161.043 089.132.034 011 012.008 01 023.009 016 019.006 013 011.012.030.030.039.030.007.004.Oll.005 Table A2-l Sheet 1 of 5 I ll II TEST PRESSURE{psig)DIRECTIQi EXEVATI(XT AZIMUTH!10 20 30 40 50 61.2 28.1 48.9 0 09 8 HRS.Radial Exten-someters at Elev.747'-1'R-lg R-21 747'-4 348 38~0 0 000-004-010.018.035.077 050.079 0 9.076.025.019 Radial Exten-someters at Elev.790'-23 R-24 R-25 R-27 R-28 R"29 747'-4 746'-4 789'<<9 790'-5 790'-1 789'-9 279o 4&o 102o 162o 2goSS~282o.000.000.000.000.006.011.003.007.012.004.008.014.000.Qas.010.ooa.ooo.ooo.000.018.016.022.018.002.000.037.030.028.067.041.024.034.020 1.9.0.024.039.031.oo4.oa4.ao4.047.073.030 51.048.010 0 2 15.049 22.020.043.019.015.008.004 001.048.008.004 6.016.010.031.015.012 Dial Gages at Elev.670'-0 R-30 790'-7b 670'-0 670'-0 670'-0 0 4&o 282o 0.003.007.013.024.019.01&.022.027.017.18.138.032.a27.oo&.oo3 a46 V"1 30o 34'-0.017.034.051.065.076.095.054.016.o73.aaa.aao Table A2-l Sheet 2 of 5 l I~Il l I TEST PRESSURE (psig)Vertical Exten-someters at Radius 34'n Suppres-sion Chamber Vertical Exten-someters at Radius 24'n Suppres-sion Chamber GhGE DIRECTICN V 10 AZIMUTH 0 47 30'500 0 I 0 2&lo30'0o 0~o 16lo30'2 0.o30'4'-0 34'-0 34'-0 24'-0 24'-0 24'-0 10 000 015.009 000.000.005 20.004.029.015.000 011.000.002.00&30 40 50.008.011.013.043 056.074 0.006.014 083.019.022.029.013.017..020.002.003 003.014.015.016 000 000 000 004 006 006 010 011 012 61.2.020.099.028.112.047.024.005.020.007.012.017 61.2 28.1~48 9 28,1.011.044.005.064.027.080 ,016.031 013 077 042 093.035.009.032.021.038.013.001.056.005.019.043.010-007.055.003.006.049.001.013.043 007-.004.019.001.028..015.006.007.008.003.004.004 08 8 IIRSo.004.018.001.026.014.006.007.008.002.003.005 Vertical Exten-someters at Radiu 18'-10 i Suppres-sion Chamber~V 13 V"16 30o 0~150o 16lo30-002 1&'-10.000 18'-10.000 18~-10.OOO.002.000.000.000.000.002.002.002.000.000.000 F 000 000.000.001.002.003.ooo.aoo.aoo.002.008.000.005.001.002.046.011.008.032.002.ooo-.o45.oo6-003.043.001.ool-.a43-.ool.008.003.003.003.aa2.007.003.003.003-.aa2 V-1&28lo30'8'-lo

.012.021.027 030.031.034'035.008.028.019.018 Table A2-1 Sheet.3 of 5 l 0 I TEST PRESSURE (psig)DIRECTICN EXZIM.'ICN AZIMJllf 10 20 30 40 50 61.2 28.1 61.2 28.1 48.9 0 0,8 8 HRS.Vertical Exten-someters at Radius 21'n Drywell V"19 V 0 V 22 V-23 25o yo o 160o30e 27Oo 20'-6 20'-8 21'-9 21'-4 20'.000.000.023.000.021.032.Oll.02&.044.160.201.218.064.102..117.044.057.061.228.121.069.119.078.075 127.087.080.3.26.073.231.202.164.125.134.032.172-181.187.494.409.129.012.012.137.030.021.127.027.031.326.448.449.229.052 01'8 V-24 285o 20'-1.000.022~038.052.071.118.081.188.140.032.025 Exten-someters at Equipmen Hatch E-1 E 2 E-6 E 7 E-9 R 09~1 313o37 713'-5 315o 7171-11 15o 734I 9 3l o I 739'-8 316 27'725'-6 724'-1.000.002.007.000.000.000.000.000.000.000 ,OOO.O13.000.005.010.000.005.013.002.010.019.OOO.004.O14.012.013.001 020.022.019.022.029.023.020.036.030.025.048.040-023.052.046.035.074.054.034 073.054.030.067.047.035.080.051.043.087.053.037.078.05Q;042.057~064.090.O88.080.094.101.092.042.021.018.058.027.025.064.025.024.085.033.029.083.032.026.074.025.020.085.021.018.088.025.022.082 E-ll 25 I oo 0 0 009 018.029 03.040 46 0 6 0 057.105.069.120.105.041.036 Table A2-1 Sheet 4 of 5 I I I TEST PRESSURE (psig)10 20 30 40 50 61.2 28.1 61.2 28.1 48.9 0 0 9 8 HRS.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 I i A TEST PRESSURE (psig)GENEfQL IOChTICH,.

Strain Gages at@of Basemat R-0 DIRKTLCN EIEVATICN AZIMTIH 000 10 20 30 40 0 0 50 61.2 61.2 28.1 28.1 Basemat Strain Gages at Radius 9I CM-020 646'-7 225o 0 225o 9'-1<<4-5 12 CM-024 641'225o 18 13 22 225o Basemat Strain Gages at Radius 15'-6 RG-044 RG-047 RG 023 C-0 H 646'-7 646'-6 4'-3 228 2o 225o 225o 225o~<<15'-6 15'-6 18 CM-023 RG-015 641Ž5 641'-3 225o 225o 15'-5 5 9 13 19 19 24 RG-026 H 641'-1 225o 15'-5 Table A2-2 Sheet l of 7 I I TEST PRESSURE (pslg)Basemat Strain Gages at Radiu 24'-7II Basemat Strain Gages at Radiu 33'-9 RG-035 RG-036 RG"014 RG-012 G-0 RG-009 646'-10 6~641'-3 641'-1 646'-10 22 0 22 o 225o 22So 22So 22So 225o 24'-7 24'-7 10 20 30 40 50 61.2 28.1-4-*-4 61.2 28.1<<2 48,9 0 09 8 HRS, Basemat Strain Gages at Radiu 42'9II Base of Suppress-ion Chamber Wall RG-007 G CH-007 CH-009 RG-004 RG-003 RG-077 RG-081 641'-1 4~6 641'-6 641'-2 641'-1 6S0~-7 6S0'-8 650'-4 225o 2250 22So 225o 22So 22So 22 0 24 Sgo 22So 274 5o 45'-1 45'2.5 ll 1 24-40 22 24 Table A2-2 Sheet 2 of 7

TEST pRESSURE (psig)GENERAL IlXhTICH HZVRPICN AEMHtl 10 20 30 40 50 61.2 28.1 61.2 28,1 48.9 0 0 8 8 HRS.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 Mid-heigh of Suppress-ion Chamber Hall C-01 RG-125 CM-019 RG-133 674'-4 674'-4 673'-6 224.85o 224 79o 224 520 224.79o 44'-94 44'-10 0 0 1 1 45Ž2 15 31-1"32-66 0-22 45 68 650 710 380-26-57>>23 19-39-20 380 570 140-23 21 130 CM-Ol CM"014 CM-006 RG-074 674'-6 674'"4 674'-6 674'-4 224.63o 224.55o 224.65o 224.9o 45 3 48'-2 aS'-4 48'-5 12 26 6 12 16 33 38 I&53 860 000 23 22 71 590 580 820 240 230 Base of Drywell Hall RG-117 RG-130 RG-066 673'-6 224.8So 705'-4 224o 705'g 224 67o 48'-3 43'-4 43'-9 10 26 CM-008 CM-010 RG-07 RG-031 705'-5 705'-8 3 705'-108 3 705'-84 224.67o 224 70 224.6o 224.3 44'-3 46'-94 3 47'-14 3 46'-104 9 1 3 6 2 5 4 8 13 8 12 10 8 13 14 18 23 38 19 12 8 13 8 39 38 7-10 Table A2-2 Sheet 3 of 7 l E 8 TEST PRESSURE (psig)GhGE DIRECZICH HZVATI($10 20 30 40 50 61 2 61.2 28.1 28.1 48.9 0 8 8 IrBS.Hid-heigh of Drywell Wall Top of Orywell Wall Mid-heigh of RPV Pedestal RG-068 RG-088 CM-02 C-00 RG-090 RG-025 RG-10*CH-011 RG-087 RG"097 RG-020.'rG-019 747'-3 747'-3 1 747'-28 3 I g 3 747'-10&78'-10 786'-84 786'-7 674'-0 74'-0 0 225.38 o 225.45 0 224.62 o 225 o 224.7 0 224.7 0"225 0 225 0 0 223.63 o 224.09 0 224.4 0 225.6 0 o 223.7 0 223.7 3.31'-7 3 31'-108 31'-8 5 32'-08 7 20'-&8 23'l 24'-10'-7 16 7 11 18 22 39 40-15 3 ll 17-44-40-33 110-37 15 89 90 21 4 270 490-36-45-29 16'&23 200 120 210 90 2 0 400 24-33 19 1&0-47 55 48 1 0 120 110 Table A2-2 Sheet 4 of 7 I I TEST PRESSURE (psig)DIRECXXCN EMTRMCN AZ?Mal 10 20 30 40 50 61.2 61.2 28.1 28.1 48.9 0 Oe 8 HRS.4 of Diaphragm Slab RG-143 RG-116 RSU RQ!703'-1 700'-10 0 270 0 270 0 0'-7b 0'-7 4 8 13 3 6 8 20 28 48 37 47 21 12 25 58 20 45 49 3.3 Di.aphragm Slab at Radius 9'-lg RG-135'RG 104 RG 06 1 700'112 0 I 0 0 212.0 0 0 702'-10 212 9'-1 9'-4 2 4 8 3 6 9 13 15 17 20 23.34 22 46 32 19 26 38 23 30 0 6 32 i 27 33 22 14 15 ll ll Diaphragm Slab at Radius 16'-89 Diaphragm Slab at Radius 30'-0 R 0 5 R 0 RG-128 RG-139 RG-103 03'-0 0 I 701'-2 703'-4 701'-3 0 225 0 22 0 225 0 195 0 0 195 6'16'-8 30'-0 30'-0 0-5-41-39 9 18 29 4 7 9 5 9 14 6-35 40 12 20-30 55 16 30-17-42-51 90 48 24 27 15 0 53 32 69-38 72 21 47-24 10 12 12 22 24-74-25 RG-110 0 700'-10 195 30'-0 22 9 20 59 42 Table A2-2 Sheet, 5 of 7 l I I I TEST PRESSURE (psig)GKE DIRECXICN EIEVATICN 10 20 30 40 50 61.2 28,1 61.2~48.9 28.1 08 8 HRSo Beside Equip-ment Hatch RG-099 RG"055 RG-059 RG-0 9 RG-053 RG 067 RG-061 RG-113 RG-060 H 5 723'-118 723'-10 3 723'-118 1 724'-724'-24 724'-l4'724'-28 0 299.98 0 300.6 0 300.85 0 O O 0 324.73 0 324 0 329.23 0 9.38'-0 3 4 I 3 38'-68 41'-8 1 42'-08 3 1'-5 10 2 4 12 21 15 29 14 29 44 9 9 30 38 47 100 57 70 85 17 31 37 21 21 84 53 72 50-37-45-28.-42 Above Equip-ment Hatch RG-052 RG-101 RG-062 H RG-0 1 RG-072 8 724'-3 5 733'-58 733'-7 733'-64 0 329.5 0 315 0 15 O 315 0 35'-7 39'-04 2 5 6 12 20 1 13 4 80 28 37 60 0 0 490 0 10 91-14 RG-076 H 730'-8 Table A2-2 Sheet 6 of 7

~I l TEST PRESSURE (psig)DIRECIXCH EKZVRHCN AZIMIIH 10 20 30 40 50 61.2 61.2 28.1~48.9 28.1 0 09 8 HRS.Below.Equip-ment Hatch RG-070 RG-112-0 CM-016 H 5 30'-88 717'-3 7'-5 I>>0 15 0 314.05 0 0 0 14.0 7 40 I 3 40'-I>>3 40'14 120 0-17<<24 20-29 27 i-18 15 RG-6 RG-109 R&046~>>714'-10 714'-10 0 314.78 0 314.78 44~-45'-0 18 28 43 65 81 120 53 110 80-16-29 Table A2-2 Sheet, 7 of 7 I II 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 I I I I I I I

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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 1i0 2'3~0 4.0 5 0 6.0 7.0 8~0 9 0 10.0 11~0 12.0 ATTACHMENTS A B C D E F G SUPPLZMZNTS I TITLE TITLE SHEET TABLE OF COHTEHTS I SCOPE AND OBJECTIVE REFERENCED DOCUMENTS'AND CRAWZNGS PRESSURIZATION AHD TEST PLAN SUM~i Y SCHZDULE PREREQUZSITES TEST PERSCHHEL STRUCTURAL INTEGRITY TEST MEASUREMENTS TEST COHTROL REPORTING QUALITY RZQUZRZMEHTS QUALITY ASSURANCE REQUIREMENTS FOR BZCHTZL RESZARCH AHD ZNGZNZZRING CALXBRATION CHECK OF TEST EQUZPMEHT I PRESSURIZATION TEST SZQUEHCE AND SCHZDULE PIPING AND VALVXNG SCHEMATIC CONCRETZ CRACK MAPPING PRESSURIZATION SYSTEM EQUIPMENT ACTION ITEM RESPONSIBZLZTY TEST EQUIPMENT/MATERIAL REQUIREMEHTS ELECTRICAL PEHETRATXOH REQUZRZMZHTS DATA PREDICTIONS PAGE 1 2 3 3 4 4 7 7 13 13 14 16 19 20 21 22 24 27 31 I I I Speci f ication 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 2'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.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 20 2 Susquehanna Steam Electric Station PSAR 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 2+5 Specification 8856-C-43/Technical Specification for Installation and Monitoring of Containment Structural Instrumentation Drawing 8856-C-383/Primary Containment/Structural Instrumentation Installation I I I 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

4~0 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..

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 II 0 II I Specification 8856-C-44 Revision 5,2 5+3 5.4 primary containment concrete shall have reached design strength.All pertinent drawings and specifications shall be completed not Later than 90 days prior, to the star of the structural integrity test..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..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 5+6 5 7 5+8 5 9 5.10 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.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.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.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.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.The containment shall be sealed to provide an airtight structure in a manner approved by project, Il I I I 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 5+10~2 5.10~3 5o 10~4 The refueling head shall be installed.

All penetration sleeves shall be capped.All piping which penetrates the containment shall be closed off with the" appropriate valves, or caps if required.I'll 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'Se 12 5 13 Temporary piping for pressurization per Attachment.

3 shall be complete.Compressors and auxiliary equipment required for containment pressurization shall be installed and operable..

See Attachment D for list of pressurization system equipment..

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 5 16 Pressure gages shall be installed adjacent to the data acquisition system and connected to the drywell and the suppression chamber.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..

~II l I I 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 6 2 6~3 6i4 A test director furnished by Bechtel Research and Engineering and designated by project engineering and two alternates

-one pex shift.Three data acquisition equipment operators-one per shift.Eighteen concrete surface crack inspectors

-six per shift.Security guards-number to be determined by, construction.

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

7'6~6 Quality contxol personnel as required by Paragraph 10.0'6'A cognizant project engineering representative and two alternates.-

one per shift..STRUCTURAL TNTEGRETY TEST MEASUREMENTS 7~2 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.

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

I I l~I I 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..

7~2~2 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.

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.>>8>>

II II 8 r l'I 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 7.2.1 is recorded while 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.

I I I Speci f ication 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.7~3~2 g..Raw data for all sensing devices.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.

l I 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 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 each'tage.

Lumber crayon colors shall be,.~sea>>Drywell/Suppression Chamber Pressure Color 1 2 3 5 0/0 30/30 6 1/61 6 1/28~2 0/0 Yellow Red Greeri Black Blue d..lf portions of the grid are blocked by embedments or structural 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 8~3 8~0 The test director shall halt pressurization in the event containment, structural response does not remain within.acceptance limits.The test director sha13.have the authority to decide the inoperability or malfunctioning of any stxain sensor.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 9~2 9~3 A comglete description of test purpose, plans and procedures.

A suitable presentation of test data.A comparison of the test measurements with the allowable limits'(gredicted response plus.tolerance) for deflections, strains, and crack width.9n evaluation of the estimated accuracy of the measurements.

9+5 An evaluation of any deviations, (i.e., test results that exceed the allowable limits), the disposition of t¹deviations, and the need for corrective measures.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 fulfill the 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 10'The Quality Assurance provisions of the Bechtel Nuclear Quality Assurance Manual and the Bechtel Field Inspection Manual shall be implemented..

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 1 1~1 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

<<14<<

I I Specification 8856-C-44 Revision 2 11~2 to the scope of such technical services defined by this specification.

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 f'r data acquisition..

11~4 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.

Control of Measuxin and Test Equi ment 11~5 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.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~b..'Co.The RTD shall be fully submerged in an ice water bath.The bath temperature shall be measured using a calibrated thermometer with i1.0OF accuracy.The RTD resistance shall be measured using a certified digital voltmeter.

Shen the resistance stabilizes, it shall be recorded and the 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 the test psychrometer is in error, the thermometer 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 the test barometer agrees with the corrected report to within 0.30 inches cf mercury (or 0.15 psia), the test haromet r shall he accepted as heing in calibration.

If the test barometer indicates a greater difference, it shall 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~1~2~~3~Set the system to scan all channels at 2 to 5 seconds per channel.Xnitiate a scan and manually record time, channel number and DVM indication.

Compare manual record zo printed paper tape-if system is operating properly, manual and printed records will be identical.

b..Power'Supply Voltage Monitor Check 2~30~Measure and record individual power supply output voltages with a calibrated DVM.Compare recorded measurements to system voltmeter indications-each pow r supply ,is monitored by a separate system data channel.Zf the discrepancy between the independent power supply voltage measurements is less than.5%of the larger measured value, system calibration on the power supply monitor'hannels is acceptable.

c..Random Channel Voltage Conversion Check 1~~2~3t Select 20 system channels randomly bu representat'ively distributed among the CM, TG, and taut wire channels.Measure input voltage to system at terminal panel with a,calibrated DVM.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..

I t~I 5 ATTACHMENT A PRESSURIZATION TEST SE UENCE AND SCHEDULE SPECIFICATION 8856-~REVISION 2 40 0 D 8 30 2 HR..MIN.3.p psig/hr.max.2 HR.MIN.-61.0 tO-g/ORVWELL-q PRESSURE//.//o-EQUALIZATION PRESSURE~'48 PSIG/I I//.I/I/I I ORYWELL 5-SUPPR ESSION CHAMBER PRESSURE~See Note 1 below 28;p to/28,2 PSIG I H.HR.MIN.I SUPPRESSION CHAMBER PRESSURE 2 3 4 6 7 PHASE-REFER TO ATTACHMENT B FOR VALVE LINEUP 10 16 24 HOURS FROM START OF PRESSURIZATION NOTES: l.No limitation on final depressurization rate.

I I ATTACHMENT B SP ECIF ICATION 8856 C-44 R EV IS ION 2 PIPING AND VALVING SCHEMATIC BS1 Penetration No.X-5 V4 RV ORYWELL V2 V1 F1 AC1/MS1 V3 SUPPRESSION CHAMBER I 6" Pipe (Typ.)Penetration No.X-225 PHASE (REFER TO ATTACH.A)V1 V2.1.INITIAL PRESSURIZATION OPEN OPEN'.115%DESIGN PRESS: HOLD CLOSED OPEN 3.BLOWDOWN TO 28.2 PSIG CLOSED OPEN 4.HOLD AT 28.2 PSIG CLOSED OPEN~,5.PRESSURIZE DRYWELL TO 61PSIG OPEN OPEN 6.32.8 PSID HOLD CLOSED CLOSED 7.VENT DRYWELL TO S.C.-CLOSED OPEN L FINAL BLOWDOWN.CLOSED OPEN SEE ATTACHMENT D FOR EQUIPMENT DESCRIPTION V3 OPEN OPEN OPEN OPEN CLOSED CLOSED OPEN OPEN V4.C1 CLOSED ON CLOSED OFF OPEN OFF~CLOSED OFF CLOSED ON CLOSED OFF.CLOSED OFF OPEN OFF NOTES: The above valve lineups are for operating information only.The valve openings vill be adjusted as required to maintain required pressures and pressurization/

blowdown rates.

I I I ATTACHMENT C CONCRETE CRACK MAPPING SPEC IF ICATION 885&C.44 R EVIS I ON 2 STAGE Q2 EXTENSION AZ 1420't LOCATION NO.7 AZIMUTH 142o ELEVATION 664.0'IDTH, IN.STAGE Q1.01S Qz.O17 QS.020 Q4.025 Q5.oz6 STAGE Q4 EXTENSION.Qs.oz1 Q4.02S Q5.020 STAGE Q4 EXTENSION-EL.664.0" 71 STAGE Q4.EXTENSION STAGE 05 EXTENSION STAGE DATE TIME DRY NELL SUPP.CHAM PRESSURE TEMP.oF OUTSIDE , COMMENTS INSIDERS 12/3/75 1115 12/3/75 1704 12/4/75 0505 12/4/75 1800 12/4/75 1200.30 61 61 30 28.2 0~30 25 21 33 78 78 82 77 i AVERAGE FOR DRYMfELL AND SUPPRESSION CHAMBER

~I Spe cif i cation 8 856-C-44 Revision a ATTACHMENT D PRES SURIZATION SYSTEM E UIPMENT ITEM~NO~RE~D DESCRIPTION C 1 C-1 AC-1 1 (RENTED)2 (RENTED)Air Compressor

-Portable Engine Driven Screw Type, Capacity of 1200 scfm, oil free, 8 1GO psi Ingersoll-Rand Model Spiro-Flow 1200 or equivalent..

Air Com ressor-Portable Engine Driven Screw Type, Capacity of 750 scfm, oil free..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 V1g 2q 3g 4 4 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.

Motor 0 erator Butterf1 Valves-Minimum capacity o f 50 OG s c f m 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 I 8~

Specification 8856-C-44 Revision 2 50~~motor driven actuator with manual overide switch control or equivalent control.RV BS-1 Pressure Relief Valve-Minimum relief'capacity of 4800 scfm 8 70 psig.Kunkle Type 4252.Slowdown Silencer-Auditco Type 4+1 Series MGO 6~1 muffler..M 23M II Il 5 II I Specification 8856-C-44 Revision Z ATTACHMENT E ACTION XTEM RZSPCNSraZLZm-NOTE: Assumes that test will not take place prior to November 1, 1976 TASK Pre-Re-pare view Docu Docu ment ment Xss~ue jocu ment Per-form Site Acti-vity Notes Action and Res onsibilit Select location and design enclosuxe fox data acqui-sition system FE/C PZ/RE FE/C Spec C-44 supplement 1 l Eeg/PO for Test ccnsumahles, f rental eguipment and other hardware pex Attachment F PE RZ PE Xnstxumentation wiring penetration diagram C RE PE PE Checklist for preparation of internal equipment and piping FE PE Containment closure punch-list C/ZZ C/ZE C/FE Design pressurization/

blowdown system FE PZ/RE FZ Schedule start of test FE PZ FE

Speci f ication 8856-C-44 Revision 2 Action and Res onsibilit TASK Pre-Re-pare view Docu Docu ment ment Iss-ue Docu ment Per-form Site Acti-vity Notes Install liner strain gages install test communications system Pull and terminate instru-mentation wiring Install data acquisition system Establi sh administrative control area C/RE Assign and brief security forces Assign and brief pressure" control and maintenance teams Assign field inspection teams PZ/FE Install temporary piping, valving, compressors and ancillary equipment Install deformation measur-ing system and RTDs 25 l I I II Specification 8856-C-44 Revision 2 Action and Res onsiLilit TASK Install accessways,, scaffolding, lighting and crack inspection grids Pre Re-pare view Docu Docu ment ment, Iss-ue Docu)ment Pex-f oxm Site Acti-l vlty II Notes Brief field inspection teams I'E Final calibration of instrumentation RE Final inspection of test preparations RE 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 I I l 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 parentheses., xylem uantit Descri tion S ecifications Remarks 10 50,000 ZZ'0 100 ohm copper RTD;Zeeds and Northrup Cat.No.8195-A10;for measurement of containment internal temperatures (Calibration Certificate) 18 AWG/4C shielded instrumentation cable;Alpha Hire Corp Cat.No.2424, or.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 Cextif i 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; f or measurement of dxywell and suppression chamber pressure (2 active gages and 1 spare)(Calibration Certificate)

I I II II I Specification 8856-C<<44 Revision 2 guuanti~r.Descri tion S ecifications Remarks 75 5000 LF Taut wire extensomete=

for containment deformation measuremen

operational and performance characteristics as follows

4.span length range-12 to90 ft.4 maximum span extension-+

~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)

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>>

II L II 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 leg'ominal resistance 130 9 350 ohm full bridge strain gage transduce s resistance b idge input'onditioning to have span (.5-10 V DC range)and balance g 5 KT/V ran e contxols g)(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, each color Lumber crayon;yellow, red, green, black.and blue (No documentation required)Dial gage for verification of containment deformation measurement; operational and performance characteristics as follows:-29' I I I I~~I Specif ication 8856-C-44 Revision 2 uantit Descri ion S ecifications Remarks 0 0 Minimum travel-1 inch Required accuracy-1.01 inch (Calihration Certificate)

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

~-No.-1 W 107 1 W 300 1 W301 Reference Dw.No.8856-E135-31 8856 E135-35 8856-E135-32 Module Wire 1 1-240 014 AWG 2 241-480 014 A WG 21-260 014 AWG 21-260 014 AWG Storage and Installation Instructions:

Drawing 8856-E135-44 I I I I I Specification 8856-C-44 Revision 2 INDEX TO PROCEDURE SUPPLEMENT 1 DATA PREDICTIONS TABLE TITLE STRAIN GAGE LOCATIONS EXTENSOMETER LOCATIONS CONCRETE CRACK MAPPING AREAS I STRAIN PREDICTIONS DEFLECTION PREDICTIONS NO.OF SHEETS 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 I I l I ll 5 II II I I

%10 4 Specification 8856-C-44 Revision 2-1.RESISTANCE TABLE l.STRAIN GAGE LOCATIONS SHEET 1 OF 2 GAGES GAGE NO.ELEVATION AZIMUTH RADIAL DISTANCE REMARKS RG-077 650'-7" 224,89o 44'0 1/2" Base of Suppression Chamber Wall RG-081 RG-141 RG-063 RG-078 RG-125 RG-133 RG-117 RG-074 RG-134 RG-130 RG-066 RG-073 RG-031 RG-056 RG-068 RG-088 RG-090 RG-075 RG-119 RG-098 RG-095 RG-128 RG-089 RG-ill RG-139 RG-103 RG-110 6SO'-8" 6500-7" 650'.-9ff 6S1'-O" 674'-4" 673'-6n 6730 6 674'-4" 673'-6" 705'-2-1/4" 705'-4-1/2" 705'-10-3/8" 705I-8-3/4" 705'-11-1/4" 7470-3" 747 I 3fl 747'-10-3/8" 747'-10-3/8" 748'-OM 703 I-3-1/2" 7O3'-O" 701'-2-1/2" 701'-5-1/2" 703'-0" 7 031-4-1/2" 701'3" 700'-10 22So 224.9o 224 8o 225'9o 224.79 224.79o 224.85 224.9o 225o 224,67o 224o 224.6o 224.3o.224.3o 225 38o 22S,45o 225o 225o 225'07o 225o 22So 225o 225 195 195o 195 195 45'-l-l/2" 485-3" 480-5" 49'-3" 44'-9-1/2," 4S'-2" 48'-0-1/2" 48'-5" 49 0]tt 43r 5 3/4 43 I 951 47 I-1-3/4" 46 I-10-3/4" 47'-7-3/4" 311-7-3/4" 31 I-10-3/8" 3 5 I-0-1/8" 35I-2-1/8" 35'-5-3/4" 16'-8" 16'-8" 16'-8" 16'-8" 30'-0" 308-0" 3P1 Pn 3Pt Pn Midheight of Suppression ,Chamber Wall Base of Drywell Wall Midheight of Drywell Wall Diaphragm Slab at Pedestal Diaphragm Slab at Column I I Il gi II

,.~~Tc~TABLE 1 SHEET 2 OF 2 Specification 8856-C-44 Revision 2 GAGE NO.ELEVATION AZIMUTH RADIAL DISTANCE REMARKS RG-136 714'-11-3/4n 314.32 41'-4-1/2n Equipment Hatch RG-093 RG-109 RG-046 RG-099 RG-055 RG-059 RG-049 RG-052 RG-050 RG-058 RG-060 RG-101 RG-062 RG-072 RG-051 RG-112 RG-096 RG-076 RG-070 RG-053 RG-067 RG-061 RG-113 714'-ll-l/2n 714'-10-1/2" 714'<<10-1/2n 723'-11-5/8n 723'-10-1/4n 723'-11-3/8" 724'-O-l/8n 724 I 3tt 724'-2-1/4" 724'-0" 724'-2-3/8" 733I-5-5/8n 733'-7-1/2n 733 I-6-1/4 n 733'-5-5/8n 717'-3-1/2n 717'1/2n 730'-8n 730'-8-5/8n 724'-l-l/8" 724'-0-5/8n 724'-2-1/4n 724'-l-l/4" 314.3 314.78 314.78 299.98 300.6 300.85 300.9 329.35 329.35 329.23 329.23 315 315 315 315 314.05 314.68 315 315 305.23 305.88 324.73 324 40'-11-3/4 tt 44'-6n 45I On 38 I Oll 38'-8-5/8n 41'-7-3/4" 41'-9-3/4n 38 I 5 1/4tt 38 I 7t'I 41'-9-3/4" 42'-0-1/8n

.35 I 7 1/2n 35'-10n 39'-O-l/4 n 39 I-3-1/2 40'-4-3/4n 44'-8-1/4" 3 6 I.-11-3/4 n 40'-3-7/8n 38'-2n 41'-7-1/4" 38 I 6 3/8 ll 41'-8-1/2" 2.CARLSON METERS CM-013 CM-001 CM-019 CM-017 CM-014'CM-006 650 I 4n 650'-4" 674'-4" 674'-6n 674'-4" 674'-6" 224.95 224.85 224.52 224.63 224.55 224.65 45'-2n 48'<<6-1/2" 44'-10-1/2" 45I 3tl 48 I 2n 48'-4-1/2n Base of Suppression Chamber Wall Midheight of Suppression Chamber Wall CM-008'M-010 CM-015 CM-027 CM-02'1 CM-002 705'-5-3/4n 705'-8-1/4" 747'-2-l/8n 747'-2-1/8" 747'-10-3/8" 748'-2 224.7 224.62 225 224.7 224 7 4 6 I-9-3/4" 31 1~8 tt 32'-0-5/8" 3 4 I-10-1/4'I 351-1-1/4n 224.67 44 2-1/4 n'ase of Dry-well Wall tt Midheight of Drywell Wall Note: For location of gages, see also Dwgs.C-383 and C-384.

I TABLE 2 SHEET 1 OP 2 Specification 8856-C-44 Revision Z EXTENSOMETER LOCATIONS RADIAL GAGES GAGE NO.Rl R2 R3 R4 R5 R6 R7 R8 R9 Rl0 Rll R12 R13 R14 , R15 R16 R17 R18 R19 R20 R21 R22 R23, R24 R25 R26 R27 R28 R29 R30 EQUIPMENT HATCH El E2 E3 E4 E5 E6 E7 AZIMUTH po 750 1200 181~2400 3000 480 10?0 162~2280?820 3480 480 1020 1620 2280 28?0 348o 390 990 1590 2190 2790 3390 480 102o 162 2?80 28?o 3480 GAGES 315 3150 315 3150 315o 3150 291o ELEVATION 660'-0" PI ptr 660'-0" 660'-P" 660'-0" 660 I-Ott 674I-pn 674 I pit 674'-0" 674I Ptl'74 I ptt 674 I Plt 705'-0" 7P51 Pff 705 I~0 fl 7P5'-0" 7P5'I~Ptl 7P51 Pft 747 I<<4 Il 747 I~4 ll 747'-4" 747 I 4ll 747 I 4lt 747 I 4ll 789 f 9lf 7891 9ll 789 I~9 ll 789'-9" 789I 9tl 789 I~9tt 708'-10" 713'-5" 717'>>ll" 730'-3" 734'-9" 739'-4" 724'-1N MOUNTED TO Containment Wall Containment Wall Containment Wall Containment Wall Containment Wall Containment Wall'PV Pedestal RPV Pedestal RPV Pedestal RPV Pedestal RPV Pedestal RPV Pedestal RPV Pedestal'PV Pedestal RPV Pedestal RPV Pedestal RPV Pedestal RPV Pedestal Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel Reactor Vessel RPV Pedestal RPV Pedestal RPV Pedestal RPV Pedestal Reactor Vessel Reactor Vessel RPV Pedestal l

TABLE 2 SHEET 2 OF 2 Specification 8856-C-44 Revision 2 GAGE NO.AZXMUTH ELEVATION MOUNTED TO E8 E9 Elo Ell E12 E13 E14 VERTICAL GAGES 298 So 305 50 324.S 331 50 339'24)-ln 724'-ln 724)-ln 724'-ln 724'-ln RPV Pedestal RPV Pedestal RPV Pedestal RPV Pedestal RPV P ed es tal Vertical wire inside equipment hatch Horizontal wire inside equipment hatch GAGE NO.Vl V2 V3 V4 V5 V6 Vj V8 V9 Vlp Vll V12 V13 V14 V15 V16 V17 V18 V19 V20 V21 V22 V23 V24 A))MOTH 30 47 50 1500 161.5~2700 281.50 300 47 50 1500 161.5 2700 281.5 300 47 50 150 161.5 27O'81 50 300 46.5o 1500 160.50 270 0 281 5 TOP ELEV.7OO'-3n 700'-3n 700'-3" 7PP)-3n 700)3n 700'-3" 7OO'-3n 700'-3n 700'-3n 700'-3n 700'-3n 7OO'-3n 700'-3n 700)3n 7PPI 3)l 70P I 3n 7PP I 3n 700'-3" 789)-9n 789)-9)'89'-9" 789'-9n 789'-9" 789'-9n BOTTOM ELEV.648)-0 648'-On 648'-pn 648'-On 648'-On 648'-on 648'-pn 648'-On 648'-0n 648'-on 648'-On 648'-pn 648'-On 648'-On 648'-On 648'-on 648'-on 648)pn 704'-pn 704'-On 704'-On 704)On 704'-On 704'-pn Note: For location of gages, see also Dwg.C-386.

I l TABLE 3 SHEET 1 OF 1 Specification 8856-C-44 Revision 2.CONCRETE CRACK MAPPING AREAS AREA NO.1 2 3 4 5~6 CENTER-LINE AZ IMUTH 211-35'15o 204~-40'150 2070-35'15o CENTER-LINE ELEVATION 650'-6" 676'-6" 702 I 0'41'-'6" 782 724'-1" REMARKS 7'7'x 7 7'777'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 CM-013 RG-141 CM-001 RG-081 RG-063 RG-078 0 316 316 89'8 40.5 631 631-14 178 176 81 215 215--22-22 82 79 28'307 307 82 79 473 473-16 140 0 138 0 61 0.5 Base of Suppression Chamber Wall RG-125 CM-019 RG-117 CM-014 RG-133 CM-017 RG-074 CM-006 RG-134 RG-ill RG-110 RG-139 RG-103 0 27 27 244 244 0 181 209 0 439 439 393 393 318~5 232 237 54 54 488 488 877 877 785 785 636'465 474 361 417 170 170 377 377 338 338 254 248 238 192 209 44 44 223 223 407 407 364 364'93.5 268 343 235 296 30 I 30 1 362 362 680 1 680 1 608 1 608 1, 485~5 376 14 380 7 293 9 334 9 Midheight Of Suppression Chamber Wall Diaphragm Slab At Column s 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 RG-128 RG-098 RG-089 RG-130 CM-008 RG-073 CM-010 RG-066 RG-031 RG-056 RG-068 CM-015 RG-090 CM-021 RG-088 CM-027 RG-075 CM-002 RG-119 0'173 346 242 484 170 339 159 317 281 561 281 561-14-14 198-28-28 397 184 368 85'70 13 13 21 21 43 43 383 766 383 766 322 644 322 644 172 344 181 245 180 164 201 201-20-20 207 1'91 85.5 20 20 343 343 289 289.154 276 147 276 181 512 512-12-12 284 282 135 13 13 43 43"775 775 651 651 347 279 408 276 256 428 428-24 322 299 37'10 10 33 33 597 597 503 503 268 10 12 10 7~5 0 Diaphragm Slab At RPV Pedestal Base of Drywell Wall Midheight Of Drywell Wall l l~I t TABLE 4 Specification 8856-C-44 Revision 2 SHEET 3 of 4 STRAIN PREDICTIONS (10 in./in.)For strain gage locations, see Table 1 Pressure (psig)(Drywell/Suppression Chamber)Gage No.RG-11 2 RG-096 RG-093 RG-136 RG-109 RG-046 RG-061 RG-113 RG-052 RG-050 RG-058 RG-060 RG-053 RG-067 RG-099 RG-055 RG-059 0/0 0 0 36 72 420.841 33 66 120 241 467 933 120 241 36 72 420 841 30/30 61/61 28.2/28.2 61/28.2 48/48 0/0 644 1287 530 1061 80 159 406 812 55 111 347 694 120 241 467 933.120 241 Location Below Equipment Hatch Beside Equipment Hatch, Azimuth 325o to 330o Beside Equipment Hatch, Azimuth 300 to 305 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 RG-070 RG-101 RG-062 RG-072 RG-051 0 778, 673 109 603 54 500-1556 1346 218 1206'109 1001 Above Equipment Hatch (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 R7-R12 R13-R18 R19-R24 R25-R30 Vl-v6 V7-V12 V13-V18 V19-V24 El E2 E3 E4 E6 E7&E12 E8&Ell E96E10 E13 E14 0.15~23.08.14 F 07~03-.01-.01.16~05~.10.15.19~18.18.18.18.18~05~10.29.46.16~29.13.05-.02-.02~32.19~29.38~37~36~37~37~37.19.13.21 F 08.13~06 F 01-F 01-F 01~09.14~22.10~29.13-~03-.10-~07~32~23.36.13~23.10~04-~02-~02~23 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 (PwAr e gp)iCPC,CK L<>!Ž~TH)I C P APE 9/IW'tLI 3 CONC e~TF Cancan(l'34PPlMG t-.r:..eA w"-.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 (ps ig).Temp.(F)Sta e Date Time Dry-Rell Supp~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 l~/ATTACEBKNT:..

1 SHEET 3.OF 5'pecification 8856-C-44 Revision 2 r~'....: 9I5 AZltd, Vl Ql le l-UJ O I I Qi.Qr V)8 r LOA I~EQUIPhIGhlT'.'HATCH

, EL.7>4-I SKEiCH Ot=OBSERVED CEACKB;.SCA'I':.g~I-0 LEGEWC (STAgC tlO.)(CPACI~LEt IQTI-I}(t-PACK NIQT'V)CON CP E TEl" PAch: HAPP I tJcv APCA 8-6.APPaehmenb J, SecPg'on Sheet 1 of 3 a

1'r<~~ATTACHMENT 1 SHEET 4 OF Specification 8856-C-44 Revision z 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"'(STACvE NO.)(Ct~A"tc.LEi>GYg)(C~/-Ct<V(tDVu)4 cowrie.v=-CpAc!<APEA M-6 Ak.tachrnent 2, Sec&I'on 2"'Rww+9 nR

Specification 8856-C-44 Revision ATTACHMENT 1 S BEET 5 OF 5 CONCRETE CRACK MAPPING AREA NO.Pressure (psig)Temp.Sta e Date Time Dry-Well Supp.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, the test director shall im-mediately halt pressurization.

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5 ll

!'pecification 8856-C-44 Revision 2 ATTACHMENT 3 SHEET 1 OF 3 STRAIN GAGE READINGS&PREDICTIONS Sta e Date Time Dry-Hell Supp0 Cham.Pressure si)Out In*Temp.(oF)Measured Strain (10 6 in./in.)Maximum Predicted Strgin (10 in./in.)10 10 15 15 20 20 25 , 25 3.0 30 9 10 ll 12 14 15 16 17 18*A 3 5 3 5 4 0 4 0 45 45 50 , 50 55 55 60 60 61 61 60 60 55 55 50 50 45 Su ressxon Chamb For D verage rywe an pp er

-l I II i-ATTACHMENT 3.SHEET 2 OF 3 Specification 8856-C-44 Revision GAGE NO.Sta e Date Time Dry-Nell Supp'ham.Pressure (si)Temp.(oF)Out In*Measured Strain (10 6 in./in.)Maximum Predicted Strain (10"6 in./in.)19 20 21 22 23 40 35 30 28.2 30 40 35 30 28.2 25 26 27 28 29 30 31 32 33 34!35 40 50 55 60 61 60 50 48 28.2 30 37 45 48 45 I*Average For Drywell and Suppression Chamber

-l Specification 8856-C-44 Revision'ATTACHMENT 3 SHEET 3 OF 3 GAGE NO.Sta e Date Time Dry-Well Supp Cham.Pressure (psig)Out In*Temp.(oF)Measured Strain (10 6 in./in.)Maximum Predicted Strain (10 6 in./in.)36 38 39 40 41 42 43 44 40 35 30 25 20.15 10 0 40 30 25 20 15 10 0*Average For Drywell and Suppression Chamber

Specification 8856-C-44 Revision 2 ATTACHMENT 4 SHEET 1 OF 3 EXTENSOMETER READINGS&PREDICTIONS GAGE NO.I Sta e Date Time Dry-Nell 0 Supp.Cham.Pressure (psig)Temp.,(F)Out In*Measured Deflection (Inches)Maximum Predicted Deflection (Inches)2 3 4 5 6 7 8~9 10 10 15 20 20 25 30 30 35 35 40 40 10 11!12 13 14 45 45 50 50 60 60 61 61 15 60 60 16 55 55 17 50 50*A verage For Drywel and Suppression C amber

Specification 8856-C-44 Revision 2.ATTACHMENT 4 SHEET 2 OF 3 GAGE NO.Sta e Date Time Dry-Well Supp, Cham.Pressure (sig)Out In*Temp.(oF.)Measured Deflection (Inches)Max>mum Predicted Deflection (Inches)18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 45 40 30 28.2 30 35 40 45 50 55'60 61 60 50 48 45 40 35 30 28.2 28.2 30 37 48*Average For Drywell and Suppression Chamber I I