ML20195C639
| ML20195C639 | |
| Person / Time | |
|---|---|
| Site: | Susquehanna, 05000000 |
| Issue date: | 02/28/1978 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20195C609 | List: |
| References | |
| FOIA-86-176 NUDOCS 8605300415 | |
| Download: ML20195C639 (140) | |
Text
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SUSQUEEANNA STEAM ELECTRIC STATION PENNSYLVANIA FOWER & LIGHT COMPANY ALLEN *0WN, PENNSYLVANIA
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STRUCTURAL INTEGRITY TEST REPORT l CONTAINMI2iT STRUCTURE '
NOTICE -
THE A ACHED FIL'ES ARE OF ICIAL RECORDS F THE DIVISIO OF DOCUMENT CON OL. THEY E BEEN CHA8tGED TO YOU FOR A LI ITED TIME RIOD AND MUST BE ETURNED TO E RECO S FACILITY BRANCH 01 PLEASE DO NOT SEND DOCUMENTS CHARGED OU THROUGH THI MAILAIEMOVAL OF ANY PAGE(S) FROM WUMENT R PRODUCTION MUST BE REFERRED TO* ILE PERS L.
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l SUSG!!EHANNA STEAM ELECTRBC STA7]CN PENNSYLVANIA POWER a LIGHT COMPANY Allentown, Pennsylvania STRUCTURAL INTEGRITY TEST REPORT CONTAINM ENT STRUCTURE UNIT 1 .
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>)4 BECHTEL POWER CORPORATION SAN FRANCISCO
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t TABLE OF CONTENTS
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j PAGE NO.
LIST OF FIGURES
- 1. INTRODUCTION 1
- 2.
SUMMARY
AND CONCLUSIONS 3
- 3. DESCRIPTION OF CONTAINMENT STRUCTURE 4
- 4. TEST PLAN AND PROCEDGRES 6 4.1 Test Plan 4.2 Test Procedures 4.3 Calibration 4.4 Estimated Accuracy of Measurements
- 5. TEST RESULTS 17 5.1 Containment Structure Deformations -
5.2 Containment Structure Strains 5.3 Comparison of Test Results with Predictions 5.4 Margin of Safety 5.5 Base Slab Deflections 5.6 Surface C:Ecrete Cracks
. 5.7 Post-Test Inspection
- 6. REFERENCES 62 Appendices 9
- 1. 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 Tes:,
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LIST OF FIGURES
< FIGURE 3-1 Containment structure 4-1 Pressurization Schedule 4-2 Concrete Strain Sensor Locations - Typical Section 9 Az 225' 4-3 Concrete Strain Sensor Locations Equipment Hatch 9 Az 315' 4-4 Extensometer and Temperature Sensor Locations (Except Equipment Hatch) 4-5 . Extensometer and Temperature Sensor Locations at Equipment Hatch 9 Az 315' 4-6 Extensometer Installation and Operation 4-7 Locations of Concrete Surface Crack Mapping Areas 5-1 Radial Deformation vs Test Pressure for Extensom-eters R1 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 5-4 Radial Deformation vs Test Pressure for Extensom-eters R19'Through R24 -
5-5 Radial Deformation vs Test Pressure for Extensom-eters R25 Through R30 5-6 Comparison of Typical Radial Extensometer Measure-ments at Mid& height of Suppression Chamber with
, Predicted Deflection 5-7 Comparison of Typicnl Extensometer ' Measurements at Mid-height of Drywell with Predicted Deflection
. 5-8 Radial Deformations at Mid-height of Suppression
! Chember for 30 psig and 61 psig l 3-9 Radial Deformations at Mid-height of Drywell for l
30 psig and 61 psig 5-10 Vertical Extension vs Test Pressure for Extensom-
- I . et-rs V1 Through V6 i
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FIGURE a
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 Vl9 through V24 5-14 Comparison of Typical vertical Extensometer Measure-ments in Suppression Chamber with Predictions 5-15 Comparison of Typical vertical Extensometer Measure-ments in Drywell with Predictions 5-16 Radial Deformations Above and Below Equipment Hatch 5-17 Radial Deformations on Either Side of Equipment Hatch 5-18 Deformations Across the Horizontal and Vertical Diameters of the ~ Equipment Hatch 5-19 Comparison of Deformation Above and Below Equip- '
ment Hatch with Typical Deformation Away From Equipment Hatch at 30 psig 5-20 Comparison of Deformation Above and Below Equip-ment Hatch with Typical Deformation Away From Equipment Hatch at 61 psig ~
5-21 Comparison' of Deformation Above and Below Equip-ment Hatch with Typical Deformation Away From Equipment Hatch at 28.2 psig 5-22 Comparison of Deformation Above and Below Equip-ment Hatch with Typical Deformation Away From Equipment Hatch at 61 psig in the Drywell and 28.2 psig in the Suppression Chamber 5-23 Comparison of Deformation on Either Side of Equip-ment Hatch with Typical. Deformation Away From Equipment Hatch and with Predicted Deformation at 61 psig 5-24 Comparison of Radial Deformation Calculated From ,
Measured Hoop Strains at Elevation 662'-0" With l Radial Deformations Measured With Extensometers at Elevation 660'-0"
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5-25 Comparison of Radial Deformation Calculated From l Measured Hoop Strains at Elevation 673'-10" With Radial Deformations Measured With Extensometers at 674'-0" -
5-26 Comparison.of Radial Deformation Calculated From l 1
Measured Hoop Strains at Elevation 705'-5" With l 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" l 5-29 Plot of Predicted and Measured Meridional Strains !
vs. Test Pressure for Outside of Suppression l Chamber Wall at M~id-height 5-30 Plot of Predicted and Measured Hoop Strains vs Test Pressure for Outside of Suppression Chamber
- s. Wall at Mid-height i 1
5-31 Plot of Predicted and Measured Meridional Strains vs Test Pressure for Outside of Drywell Wall at l Mid-height .
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5-32 Plot of Predicted and Measured Hoop Strains vs Test Pressure for Outside of Drywell Wall at Mid-height 5-33 Comparison of Radial Deform.ations Calculated From Hoop Strains, Radial Deformations Measured With Extensometers and Predicted Radial Deformations at 30 psig 5-34 Comparison of Radial Deformations Calculated From Hoop Strains, Radial Deformations Measured With Extensometers, and Predicted Radial Deformations at 61 psig -
5-35 Deformation of Base Slab at 61 psig -
5-36 Surface Concrete Cracks Observed in Crack Mapping Area No. 2
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Area No. 4 5-38 Surface Concrete Cracks Observed in Crack Mapping .
Area No. 6L 5-39' C6mparison of Vertical Extension Measured by Ex-t.ensometers V22 and V23 With Vertical Extensions Measured by Extensometers Vl9 Through V21 and V24 5-40 Comparison of Radial Deformations Measured by Dial Gages and Extensometers at Similar Elevations and Azimuths 8
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- 1. INTRODUCTION l 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 not spherical. In order to gain information for future 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: -
- 1) A continuous increase in containment pressure, rather y 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 i
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.
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- 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, figure B, except point 1. Point 1 was provided at a distance of two times the wall thickness (12 fast) from the base mat. This variation was made to properly l predict the containment behavior near the base mat to 1 wall connection. If point I had been located at a height l
of three times the wall thickness (18 feet), it would 1 have been very close to point 2 (suppression chamber wall midheight is 26 feet) and would not have yielded any addi-tional behavior pattern of the containment.
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- 3) Some of the strain gage instrumentation was farther from the equipment hatch than 0.5 times the wall thickness
/ (3 feet) as required by Reference 1, pararaph C.S. .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 i 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, triarial 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 contribute to the response of the structure. ,
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- 2.
SUMMARY
AND CONCLUSIONS t
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 gages were generally accu-rate until the surrounding concrete cracked. After crackir.g, strain data indicated much larger deflections than were meas-ured with extensometers and . dial gguges. However, even the largest strain measured (940 x 10-*) 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.
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. 3. DESCRIPTION OF CONTAINMENT STRUCTURE The containment (see figu're 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 layer of meridional bars and two layers of diagonals near the outer surface.
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SECTION A-A j PIGURE 3-1 CONTAINHENT STRUCTURE 9
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- 4. TEST PLAN 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 plus 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 i 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 pressut e. ,
, Concrete Strain 1
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Strain in the concrete was transduced by embedded instrumen-tation located as shown in Figures 4-2 and 4-3. The embed-ded 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-1 yerse 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 #18 reinforcing bar - see Referen'ces 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 s
outside of the containment. The visually monitored dial indi-cators were located only on the outside. Radial deformations f
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of the containment were referenced to internal and external
) structures which were not expected to move in response to ei-ther 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 illus?. rated ,
schematically in Figure 4-6.
Concrete surface surveillance
! The exterior surface of the concrete was examined for crack development in the areas shown in Figure 4-7. Crack examin-I ation was visual using 7X magnifiers to measure crack width.
9 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 j personnel. Concrete cracks exceeding 0.01 inches in width l were noted and recorded.
- other Measurements
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1 The following additional parameters were measured during the test using the equipment and instrumentation noted.
! o Drywell and suppression chamber pressure - mechanical 4 bourdon tube pressure gages
) o Drywell and suppression chamber temperature - resistance i 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 Acquisition .
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 rau 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. ,
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4.2 Test Procedures l '
Detailed test procedures are listed in the Appendix and sum-marized below.
Pretest Precarations Prior to the start of pressurization all measuring devices were installed and operationally checked. Containment closure 1
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-I, static pressure loading on the suppression chamber wall.
l 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, i end of and one hour intervals during all constant pressure j hold periods and upon completion of final depressurization. !
l 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-l surization, at 30 and 61.2 psig during initial pressuriza-tion, at maximum differential press ~ure and following the i completion of final depressurization. Dial indicator read-
! ings were recorded at the same pressure levels as crack
- development data.
] Post Test Stability 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.
Data Monitoring i During initia1 pressurization and differential pressurization i
selected data were reduced to strains and deformations and i
i evaluated to insure that the containment was responding to the pressure load in an acceptable manner. Following the comple-j tion of depressurization, all data were reviewed for suf ficiency and credibility.
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- 4.3 Calibration t
All measuring devices except the magnifiers used for concrete j 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
- meters, barometer, pressure gages and digital indicators were i' individually calibrated using instruments certified traceable i to the National Bureau of Standards. Resistance strain gages on No. 4 reinforcing bars and.100 ohm copper RTD's were lot j 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, o Drywell and suppression chamber pressures - t 0.2 psig ;
o Concrete strain (elongation of sensor) - 5% of measured j
strain i 20 microstrain o Containment deformation - 4% of measured deformation l + .01 inches o Containment temperature - t 2* F ,
o Concrete crack width - t .005 inches i
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EXTENSOMETER (TYP)
RTD (TYP) 9 EL 73r.0" UNO R25 9 448
' R26 9 1028 R27 91828 EL 790'.5" l R28 9 229*se' EL 790'.1" f f R25 9 282*
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.R23 9 2798 R24 9 3398 EL 74F.4" RTD 2 9 998 vis W.e" RAD 9 2s*
V20 W.5" RAD 9 51'
- V2121'.9" RAD 91908
,8 V22 21*.4" RAD 9180830'
' V23 20'.4* R AD 9 270*
'*? V24 20'.1" RAD 9 285*
O EL 700".9" UNO O R13.9 488 W EL 7W 2"
. r R14 9101*20' R15 9161'20' EL 705*.2.5" R16 9 228' R17 9 2B1801* EL 705*.2.5" R18 9 348' RTD 3 9101*20' 9 RADIUS 1r.10" V13 9 308
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V18 9 231*W G RADIUS 24*.0"
. V7 9 308 oS, Vs 947*3r Re. _ C V9 9 190*
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Ns Ve 9 2 1*3r 9 EL e7r.0" C OIAL GAGE 9 488,2828, Jes*
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4 FIGURE 4.4 EXTENSOMETER AND TEMPERATURE SENSOR LOCATIONS.(EXCEPT EQUIPMENT HATCH)
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FIGURE 4.5 EXTENSOMETER AND TEMPERATURE SENSOR LOCATIONS 9 EQUIPMENT HATCH S AZ 3150 i
POINT til MAGNETIC ATTACHMENT TO RPV OR LINER PLATE - TURNSUCKLE POR LVOT CORE
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CRIMP SLEEVE LVOT CORE LINEAR VARIASLE DIPPERENTIAL TRANSPORMER (LVOT) (1" LINEAR STROKEl COIL NOUSING SENSING UNIT OUTER CASE MING-TENSION .
OVER UNIT .
OPERATING RANGE I
~ 17-19 LES.
POINT (2) WELDED
- ATTACHMENT TO ORYWELL LINER OPERATION:
IN OPERATION. MING MAINTAINS APPROXIMATELY CONSTANT TENSION (ISLB)
ON WIRL MING RATE is ASOUT 2 LB/IN. ELECTRICAL OUTPUT OF LVOT IS LINEARLY RELATED TO POSITION OF CORE IN COIL HOUSING ANO THEREPORE LINEARLY RELATED TO CNANGE IN
- DesTANCE sETWEEN POINTS 11) AND (2) l FIGURE 4.8
, EXTINSOMETER INSTALLATION AND OPERATION
e, e
) 1* 3 5/1t*
<s OR10 LOCATION TYP -
SEE DETAIL 1 EL 77F 0" 8 SP O 1* 0" v
F#% --) @ F.7 3/4" 3,s. EL 73r r
\ l -
^
EL 724*.1" EQUIPMENT g,g --
HATCH EQUIP. HATCH s # EL 890'#
Y 8"y[(--3 ele 7Y0" EL 047* 0" '
315'
.i OUTSIDE EL 0 EQUIPMENT HATCH
/%
7SP#1'4' 1
%/
, 7 SP O 1* 0* s 3 <
DETAIL 1 4
- e FIGURE 4.7 I
CONCRETE SURFACE CRACK MAPPING AREAS l
i J
I.
l 5. TEST RESULTS -
, The results of the structural acceptance test provide direct experimental evidence that the containment str.ucture 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 i opened during the test and an inspection af ter 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) . ,
f 5.1 Containment Structure Deformations
! Radial i i
4 I
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 i l 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 i
{ addition to the ranges of deformations obtained from the other l
- 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 ;
j 5-8 and 5-9 show radial deformation vs azimuth.
Vertical -
1 l Deformations measured by the vertical extensometers are plotted l 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 j 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 11-lustrate the difference in behavior. In figure 5-13 the defor-i mation curves for extensometers V-22 and V-23 are shown in addi-I tion to the range of the other extensometers. From this curve l it may be seen that deformations measured by these two . devices j were not accurate. Extensometer V-22 measured large deforma-i tions because it was anchored to the sump liner plate which was l deformed during the test. V-23 was anchored to the liner plate j 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.
j Equiement Hatch I
{
Measured and predicted deformations around* the equipment hatch for various pressures are tabulated in figures 5-16 through f 5-18. Figures 5-19 through 5-22 compare the deformations l
l
} measured above and below the hatch with " typical" deformations I l
(i.e. deformations away from the hatch). Figure 5-23 compares !
predicted deformations on either side of the hatch with measured '
j and typical deformations at 61 psig.
1
- 5.2 Containment Structure Strains ;
i Strain sensing devices were embedded in the structure at l
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 4
same elevations. Assuming the extensometer measurements to i be accurate (see figure 5-40 for comparison of extensometer .
j and dial gage readings) the strain gages are seen to be l accurate up to at least 30 psig. After 30 psig, concrete '
i 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 ace' urate at maximum test pressure. This apparent anomaly is due to the fact that the deformations l 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 j In figures 5-33 and 5-34 curves are plotted to show radial ;:
! deformations obtained from three sources. One curve shows i
! 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.
j From figure 5-33 it may be seen that deformations computed I from hoop strains closely match deformations measured by j radial extensometers. -
?
l I
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. l 4 The reason the two curves do not match is that figure 5-34 i is for 61 psig and at that pressure the concrete has cracked I i resulting in very high strain measurements. The curve of
- deformations measured by extensometers however, is similar )
i in shape to the curve of predicted deformations. This sim- l
! 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:
- -is-1 L .
i
i 1
- 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.
1 j 2) The concrete was assumed to have a tensile strength of .
i 200 psi. The test results indicate that the actual l tensile strength was about 450 psi. Therefore, there was less cracking than predicted.
- 3) In the drywell, the predictions were made using i reinforcement ratios which reflected less reinforcing j gteel than was actually installed.
i
! 4) All calculated strains and displacements, which were I conservative for the above three reasons, were increased j by 15% before they were reported.
1 .
1 To compare predicted and measured deformations around the I
) equipment hatch, see figures 5-16 through 5-23. From these i
! figures it may be seen that the increases in deformation around the hatch are much less than predicted. This was to {
be expected however, since the deformation predictions around the equipment hatch were based on the assumption that {
- the concrete was completely cracked. The predictions were, j therefore, an upper bound.
- 5.4 Margin of Safety a .
f -
The predicted deformations, if they had occurred, would have l produced a maximum stress of 25 kai in the suppression pool i wall (except near the equipment hatch where a 45 kai stress j was predicted). .Fr actual deformations,om and,figure 5-34, itstresses therefore, may be experienced seen that the I ~
during the test were far less than predicted throughout the structure. The containment would begin yielding at an internal i pressure of approximately 150 psig. Therefore, the margin of I i safety against yielding at 61 psig is 2.5. *
{ 5.5 Base Slab Deflections .
i
- 1 j 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 l
- these gages. The deflections were calculated by two methods l and the results of both methods are shown in figure 5-35. The i two calculation methods are described below. Both methods are l based on strains measured at 40 psig (a pressure at which very
{ little cracking had occurred) and the results are multiplied i by 61/40 to obtain deflections at 61 psig.
l Radial Strain , Method i
l The base slab curvature was determined at each group '
- of gages by the relation:
I J 1 I .
I.
4 t .
I bottom L kop
! , elev top gage - elev 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.. '
j Hoop Strain Method .
l l The radial movement of each hoop gage was calculated.
i The slope of the base slab at each group of gages was l determined by the differential radial movement of gages j at the top and the bottom of the slab. The deflected i
shape was plotted using these slopes and absolute deflec-tions were found and adjusted as in the first method.
! 5.6 Surface Concrete Cracks i
i Surface concrete cracks were mapped in six areas in which cracking was expected to be the most extensive (see fig. 4-7 4
for locations of the six areas) . Cracks were mapped at the following internal test pressure stages :
stage Test Pressure
! 1 0 psig 7 30 psig
- 14 61.25 psig (peak pressure) 30 61.22 psig in drywell, 28.1 psig in suppression
! chamber (maximum differential) -
i
! 44 0 psig i
!' The results of the crack mapping are shown in figures 5-36 through 5-38. Crack mapping areas 1, 3, 5, and 60 are not '
7 2
shown because no cracks were found in them. The largest crack found was 0.032 inches wide (see fig. 5-37) and the j 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 j inches (see Appendix 1, Attachment 2) .
5.7 Post-Test Inspection i -
j The interior of the containment structure was inspected fol-i lowing the conclusion of the test. The only evidence of I unexpected behavior was in ,the sump areas of the diaphragm slab I
_ _ _ _ - - _ , _ , _ _ _ _ , _ _ , _ _ _ _ __ ., . , _ . _ . _ _ _ _ . . , . . , , . , _ , . _ _ ~ . _ , _ . - _ _ , . _ - _ _ , _ _ _ _
= . l 1
1 liner plate. The liner plate in these areas had been deformed s upward. For a further ' discussion, see Appendix 1.
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PRESSURISATION STAGE A
FIGURE 5-1 RADIAL DEFORMATION VS TEST PRESSURE FOR I*
j IITEllR9ETERS R-1 TER00GI R-4 8$
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PRESSURIZATION STAGE $
FICURE S-2 RADIAL DEFORMATION VS TEST PRESSURE FOR
- N ERS R-7 THROUCH R-12
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_ PRESSUR!IATION STAGE FIGURE 5-3 RADIAI, DEFORMATION VS . TEST PRESSURE FOR ~
n-zg EXTENSOMETERS R-13 TERCUGH R-18 E **
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. . _ . _ _ _ _ _ _.- _ _ _ _ __ 1. _ _ . . _ _ . . _ _._ _ _ _ _ _ _ - _ _ _ _ _ - - _ _ _ _ _ - . _ _ _ . - -
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PRESSURIZATION STAGE FIGURE S-4. RADIAL DETORMATION VS TEST PRESSURE FOR ea IITEISUIETERS R-19 THROUOM R-24 $g )
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(SEE FIcUn 4-4 roR Locations) g ,
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PRESSURIIATION STAGE FIGUE 5-5 -RADIAL DEFORMATION VS TEST PRESSURE FOR z EXTENSOMETERS R-25 THROUGH R-30 .{
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5 PRESSURIIATION STAGE h
FIGURE 5-6 COMPARISCN OF TYPICAL RADIAL EXTENSOMETER ga MEASUREMENTS AT MID-HEIGHT OF SUPPRESSION CHAMBER WIT M REDICTED DETLICTION =g E
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_, p _ , _ . . , _ e , - . ~ *
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PRESSURIfATION STAGE f!GURE 5-7 CCMPARISCN OF TYPICAI. EWEESOMETER hEASUREMtNTS AT MID-HEIGHT Ctr DRYWE1.I. tf1TE I* ~
i PRECICTED CEFLECTICN t
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.30 24 E
to e 61 psig U
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$ .12 E
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00 48 0 102'0 162 U 228 282 0 348 0 (R7) (RS) (R9) (R10) (Rll) (R12)
AZIMUTH (EXTENSOMETER)
I 1
)
FIGURE 5- 8 RADIAL DEFORMATIONS AT MIDHEIGHT OF SUPPRESSION CHAMBER FOR 30 psig AND 61 psig
l
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.12 n
E -61 psig
.09
=
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r
/-
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% .06 2
s i
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.03 2
-30 psig 0
00 38 006' 990 1590 2190 279 339 (R19) (R20) (R21) (R22) (R23) (R24)
, AZIMUTH (EXTENSOMETER)
FIGURE 5-9 RADIAL DEFORMATIONS AT MIDIfEIGHT OF DRYWELL FOR 30 psig AND 61 psig
-30 .
, s
.15 fAANGE OF V1.V3 AND V5
- /
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ens.uniarioN staas 'Te".S*M.,
i t 1 FIGURE 5-10 VERTICAL EXTENSION VS TEST PRESSURE FOR EXTENSOMETERS V-1 THROUGH V-6
.10
.05 I I
, RANGE OF V.7, V 9 ANO V.11 j
a im sv
- a mmumz 4 # if es,
- g. -- -
w mn. <xx_,x RANGE OF V.S.V 10 AND V.12 l
a, %f =
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1 3 5 7 9 11 14 14e t's22 25 27 30 30s 34 41 44 8 HOURS AFTER PRESBURIZATION STAGE FINAL 8 LOWDOWN FIGURE 5-11 VERTICAL EXTENSION VS TEST I
- PRESSURE FOR EXTENSOMETERS V-7 THROUGH V-12
\
l . _ _ _ . . _ . . _ . .
a- - .a--s-4 4
.15
.10 Q .06 h V.1s s MANGE OF V 1d AND V.18 5
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, 1 5 9 11 14 14e 19 22 25 30 30s 34 41 44 PRESSURIZATION STAGg 8 HOURS AFTER FINAL BLOWDOWN FIGURE 5-12 VERTICAL EXTENSION VS TEST PRESSURE FOR EXTENSOMETERS V-13 THROUGH V-18 , ,
i
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V-21.AND V-24
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/ \ / \
i 40 / \ / a 30
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PRESSURIZATION STAGE lII E
8' FIGURE 5-13 VERTICAL EXTENSION VS. TEST PRESSURE FOR *d ez Y3FfER5:a?ERs v-19 TsRoccu v-24 t,
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u PRESSURIZATICII STAGE FIGURE 5-14 h
COMPARISON OF TYPICAL VERTICAL ga EXTENSCMETER MEASURE.*ENTS IN SUPPRESSION =
CHAM 8ER WITH PREDICTIONS r_
9
--e .,~--e_y y , y,_y, , _ . . - . . - - _ _ _ _ , . y % ,. , , , - . . y, _ , , y., ......,,,,_....,,.p,.. .,,.-..,_...,_.,__,_,,.ee- -
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$ 40 y, f L u 30 \ fk l I 20 - / \ ,
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PRESSURIZATION STAGE &
FIGURE ~5-15 COMPARISON OF TYPICAL VERTIC.AI, mm l
" i EXTENSCMETER MEASUREMENTS IN DRYWEI.L WITH PREDICTIONS 8 l$ j
" !!6 l
l 1
1 P
l TEST PRESSURES (psig)
) *30 *61 *28 .2 *61/28.2 MEA- PRE-E6 SURED DICTEI
. i t
- .010 .067 .36 .047 .080 E5 i m .
L
.013 .068 .37 .054 .088 I * -
E4 d 8 '
, .011 .074 .38 .054 .090
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$ I '
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.000 .048 .19 .040 .057 1
/. ./ El d
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.007 .037 .030 .042
- NOTE - DEFORMATIONS WERE PREDICTED ONLY FOR g
61 psi t
G FIGURE 5-16 DEFORMATIONS ABOVE AND BELOW EQUIPMENT llATCil (RADIAL WITil RESPECT TO CONTAINMENT)
i
.l
- 1 l
TEST PRESSURES (psiq)
- 30 *61 *28.2 *61/28.2 MEA- PRE-E12 SURED DICTEL i l N 4
_nia ,097 .37 .066 .109 Ell ,
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f
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nn o
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.022 .086 .37 .063 .101
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! .' j .014 .078 .37 050 .092 y
' .5 l _...__t E8
.Q19 .087 .37 .053 .101 i
o
\ E7
.01 1 .080 .37 .051 .094 l *
- NOTE - DEFORMN? IONS WERE PREDICTED ONLY FOR
! 61 psi 4
FIGURE 5-17 DEFORNATIONS ON EITilER SIDE OF EQUIPMENT IIATCil (RADIAL WITil RESPECT TO CONTAINMENT)'
/
1
l ,- .
l i
j 1
TEST PRESSURE (psig) .
- i. .
! EXTEN- *30 *61 SOMETER MEA- PRE-
- 28.2 *61/28.2 l
i i
SURED DICTED E13 .000 I
.014 .11 .010 .014 I4 i .015 .065 .19 .040 .072 O 724'-1" E14
- NOTE - DEFORMATIONS WERE PREDICTED FOR w - - ' - -
a 61 psi ONLV EQUIPMENT IIATCH i
l E13 -
- NOTE HOOP! BARS
/ e IN TEliSION
- I e TEND TO COM-
- 315 - -P -
PRESS-Tl E HATCH - . - - .
i
- IN THE PIERIDI-
- ELEVATION OF HATCH NAL DIIlECTION
- e i
llOOP REINFORCING- ,
! STEEL BENT AROUND FIGURE 5-18 DEFORMATIONS ACROSS THE HORIZONTAL HATCII 4
AND VERTICAL DI'AMETERS OF EQUIPMENT HATCH 1
l
e R25-R30 TYPICAL DEFORMATION t
R19-R24 E6 E5 }\ DJJ.eWifION ABOVE HATCH E4 3 \W 4
E3 E2 i MFO*dN_ -BELOW HATCH El R13-R18
)3 Y J7 /
h I h DEFORMATION SCALE (INCHES)
.000 .040
~;
FIGURE 5-19 COMPARISON OF DEFORMATION ABOVE AND BELOW EnUID? TENT HATCH WITH TYPICAL DEFORMATION AWAY FROf4 EQUID? TENT HATCH AT 30 psig 4
R25-R30 ,
TYPICAL DEFORMATION t
W
/
R19-R24 . /fDEFORMATION ABOVE HATCH E.
ES T\VE\
E4 T\ V /
i E3 \ DEFORMATION BELOW HATCH E2 \ \W 'V ,
E1 R13-R18
\ \\ - '/
} iJ7 '
h DEFORNATION SCALE (INCHES)
- 1. M T
.000 .040 1
1 FIGURE 5-20 COMPARISON OF DEFORMATION ABOVE AND BELOW EQUIP.ETI HATCH 61 psigWITH TYPICAL DEFORMATION AWAY FROM EQUIPMENT HATCH AT
l R25-R30 TYPICAL DEFORMATION
, g DEFCRMATION ABOVT. HATCH E6 E5 E4 ~
T \V / ~
A. I g
DEFORMATION"BELOW HATCH E3 ,
E2 i Lt - /y, E1 R13-R18 h\N (/
3 iJr h
?DEFORMET3ON l SCALE l(INCHES)
- 1. M I
.000 .040 FIGURE 5-21 COMPARISON OF DEFORMATION ABOVE AND BELOW EQUIPMENT HATCH WITH TYPICAL DEFORMATION AWAY FROM EQUIPMENT HATCH AT 28.2 psig S
_ _ _ _ ._ __ _ _ _ . _ _ , - _-. _ _ _ . . , _ _ _ __ _ _m , . .__ . .
R25-R30 g TYPICAL DEFORMATION
\
DEFORMATION ABOVE HATCH R19-R24 E6 E5 E4 T\ /
DEFORMATION BELOW HATCH E3 -
E2 \ \b ' V, E1 R13-R18 b\N /
3 i A' 4
i
, DEFORMATION SCALE (INCHES)
L I
M
.000 .040 FIGURE 5-M COMPARISON OF DEFORMATION ABOVE AND BELOW EQUIPMENT HATCH WITH TYPICAL DEFORMATION AWAY FROM EQUIPMENT HATCH AT 61 psig IN'THE DRYWELL AND 28.2 psig IN THE SUPPRESSION CHAMBER
" INTERIOR SURFACE BEFORE 3RESSURf2ATION' "~
N'F \
~ PREDICTED DEFORMATION OF INTERIOR SURFACE.
\
g-TYPICAL DEFORMATION OF INTERIOR 6
\SURFACEAWAYFROMEQUIP. HATCH.
'g
\ / p MEASURED DEFORMATION OF INTERIOR
. SURFACE NEAR HATCH.
7 [m V
~
~5 5 h --
l1 g l l i
- [ _" _ _ .
,gHATCH
- 3
~
$ w
,I -g 9 N i- j
?i ri W /
.Y i,- M I I
, - a
,l .
.j -
j V / l 0 .2
/
/
- (INCHES)
. 1 . 3~
FIGbRE.5-23' COMPARISON OF DEFORMATION ON ..
EITHER SIDE 0F EQUIPMENT HATCH WITH TYPICAL DEFORMATION *AWAY FROM EQUIPMENT HATCH AND PREDICTED DEFORMATION AT 61 psig.
- - - - - ~ ,m.-, .,,w-n -
,m - -m-- m. -
. a
.40
.35
.30
.25 j,
O RG-121-- )
2 3 .20 )
C 5
f
's y c
N .15 a
g /- RG-120 t
.10 '
s N
N
>i
.05 'J
, ( .
0.00 -
-6 0 10 20 ,30 40 50 60 TEST PRESSURE (psig)
FIGURE 5-24 COMPARISON OF RADIAL DEFORMATION CALCULATED
! FROM MEASURED HOOP STRAINS AT ELEVATION 662'-0" WITH
) RADIAL DEFORMATIONS ELEVATION 660'-0" MEASURED WITH EXTENSOMETERS AT l l
. I
~ ,
.48
[
(1
.42
) g -
/
I CM-017 /
I
.36 I J G .30 )I i 59 O
2 RG-133--- -
e I y
2 g .24 7,
S
! - RG-0 7 4 s d E
N .18 \ d H 8 I -
s Ranga of g R-7 thru .
R-12 -
.12 N I
a l
.06 '
CM-006% I 7 u
j L xN \ \\M
l'sssxhN' O.00 ,
0 10 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 EXTENSOMETERS AT 674'-0"
l I
l
.028 _
E /
w
.024 !
- t; z
- RG-06 6 s 2 -
b .
g Sj .020 i:i o '
s a .
5 N :
c '
g .016 . 'Ux'l j
RG-033 s
.012 . . . . . _ . . . _ . .
.\
'N '
o Ns;l N, 'N)
.' ss s i
.008 _ ..
..NNN
._9
[ -.s NN .'N % - 'J '
.004 , .
l
' .',N' Ng .N ., '
s RANGE OF -
.,s N
. ' ' '\
R-14 THRU '
.s
\'
R-18 \
O.000 A i\ . \ ,
0 10 20 30 40 50 61 TEST DRESSURE (psig) l FIGURE 5-26 CO.uPARISON OF RADIAL DEFORMATION CALCULATED FROM MEASURED HOOP STRAINS AT ELEVATION 705'-5" IfITH RADIAL DEFORMATIONS MEASURED IdITH EXTENSOMITERS AT ELEVATION 705'-0" l .
- e. s 1
. l
.14
.12 _
1
.10 N
e RG-075-U 5 .0c f
i:
f s
a j .06
\'N l \
\
- 4 ..\
CM-027
\)
\
L /
Range of R-19 ,
.02
~ 2 4'N y ,
\ \W 0.00 < \ ,\
0 20 30 40 50 61 TEST PRESSURE (psig)
FIGURE 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".
I
.08
.07
.06 E- .05
!9 i O
z O
\
= .
$ .04 \
0
\,\
tr., .
\
$ \ \
a
.03 Aa-097 w A \ <
C \
N h, i
.02 Range of '
i R-25 thru R-28 and \
1
! \
- . 01 y ,,
^
J. \
-- RG-108 0.00 -.
' ' ' ' l, .
0 10 20 30 40 50 60 l TEST PRESSURE (psig)
FIGURE 5-28 COMPARISON OF RADIAL DEFORMATION CALCULATED FROM MEASURED HOOP STRAINS AT ELEVATION 786'-0" WITH i RADIAL DEFORMATIONS MEASURED WITE EXTENSOMETERS AT 1 ELEVATION 789'-9"
-4g' 1
- - - - - - - - - - - - - - - - ' - - - ' - ~ - ' - - ~ ~ - - ~ ~ ~ - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
J e
.500 f
400 1 , r. i Predicted"*
_ 300 ;
=
}
200 / t 7
$ / V 100
[ /~ - j\
_ ,_ s .- : :. :7 -
/m\ " E."l"'.i.-.sg 01. s N __ _ __
6 0 -- mi l
- m 5 50 - fi \ / \
l 40 - / \ / A 30 f)
I 20 _ / \ ,
10 k
0 \_ _
/ :
t
, e '
r'
%% N EEEO 8 PRESSURIZATION STAGE E 4 -
FIGURE 5-29 PI,0T OF PREDICTED AND MEASURED MERIDICNAL E" P.TAINS VS. TEST PRESSURE FOR OUTSIDE OF SUPPRESSIONE l[I CHAMBIR WALL AT MID-HEIGHT e. *
- 50-l
- m. - ,- -, , , , , - , - - - a , , _ - . , . , - , - ,----p--,,
7
800 700 / h r .00 iV A\ \-
I ,,,
=
>=41= 4-d/ l
\& j \\
\\
l g 400
~ >
l I Irl \\g en-00s--
-. \
1 \
/ I.l -- ,- - -l
'\ \
200 RG-074 #
100 2 f 5 I \s.
\ _ _--.
L 0
6 0 --
ly-W -
J>==o
\
l
)
2 so - / \ / \
1 40 ,
~
/ \ / A u 30 .
[k 20 -
10 -
0 ._.
/
~
~ a a a *
- $ % 2 5%: : g PRESSURIIATION STAGE FIGURE S-30 PLOT OF PREDICTED AND MEASURED HOOP STRAINS VS. TEST PRESSURE FOR CUTSIDE OF SUP-
$a PRESSION CHAMBER WALL AT MID-HEIGHT Ej ez m.
l 1
50 40 I /
Pr.co..y i / --
e ,
a \
s 20 / s - --
i
& l \ / \
\ / -
3
/ <
Q/ cM-021 10 / .J \ '
/ - / \
. / \
\,
0 .
. T N
N 6 0 ' -- 5 JWi !
30 _ / \ / : \-
4 0 c-W 30 !\ l e
- 20 -
$ 10 0
l
~ " * * *
- :: $ =
- I :: : h =
PRESSURIZATION STAGE FIGURE 5-31 PLOT OF PREDICTED AND MEASURED MERIDIONAL ga sTauss vs. TEST PRESSURE FOR OUTSIDE OF DRYWELL WALL AT MID-HEIGHT ag .
l l
g
./
9
- e. ,
700 j / ,\
600
/
[soo' ,
/ \ )
Predicted -
400
!.o / .
x \/ , \\
075 200 h
0 L_-4 --w, -,
~
/
nungi
/ \ (
- 50 -
[ k f
& 40 - jf 3 30
[ '
20 -
10
\
0
/ I \_ .
/
~ "*** :$ % R $ A; ; =
PRESSURI2ATION STAGE FIGURE 5-32 PLOT OF PREDICTED AND MEASURED HOOP ga STRAINS VS. TEST PRESSURZ FOR OUTSIDE OF DRYWELL ag -
WALL AT MID-HEIGHT ,,
E i s e
q l +-
u s
. \ l
.l
\
--OPredicted Padial Deformations
' ~ \
l
\ .OPadial Defomati a l m1 =ted
. Frtm Hooo Radial Defomation Measured With Extensczneters l
^
"M N
38'.
\
\ l
'%* \
a.;.
j o
I b2 L p
, y, ,- \
- 3. 4 ]l$
g
. e e-> 5
- - *
- 9~
f
[
- \
T ,
1
\ ,
, I, \ f .
- y. _
, i - . ,
i
\
C [ _
l l
l #
/
i I
4 . _
.C, --
Nl O'%'.%'s
. 'IfD '
.000 .200
$ %.~d .b_h,
'S '.,9 [ (IN.CHE.
-- .S )
' t' i
FIGURE 5-33 CO.wPARISON OF RADI E DEFORMATIONS CALCULATED TEOM It0M STRAINS, RADIAL DEFORMATIONS MEASURED WITH EXTENSOMETERS AND PREDICT 1;D RADIAL DEFORMATIONS AT 30 psig
-54 ,
\ ,
i G l i . .
W 'N f I
i X .
\ -
\
\
l , I g
\
\ *
- - -OPredieed Radial Defema*1:ns .
g I
- A 'O P**i mi Defcma+ 4m 61r,$1a'd
[ Fr::m Ecop Strain
/ o- Average Radial Def-m*im
-[
l c - -
Measured With d'am % rs 1 4 } ; )
.r.? .t g 4' I t .
I
- 7'.
! qr - _ - _ _____ .
4 . 3 -2 t.
e e-3 .s Ti \
s_+ ,-k -
m . e s~ \ \g N' %
N g ;
\s s !
- :: - 1_ L . :
l
~
/ ,
r : -
n#s l
~ I nu ;
/ , .** , a I 1
a,8*
eg - _ _ _
' .a, Nl Offy4 fS. s *f,8fd y -
.000 .200 l 4 .,4 4 ,#g ,d'f, { ,$ g d (IN.CHE'S)
.l'00 FIGURE' 5-34 COMPARISON OF RADIAL DEFORMATIONS CALCULATED jFROM HOOP STRAINS, RADIAL DEFOP.MATIONS MEASURED WITH EXTENSOMETERS,.AND PREDICTED-RADIAL DEFORMATIONS AT 61 psig >
- ,,- l l
t- 's l l
l _ __ __ . -_ _ _ - _ . _ _ - . _ _ _
=
i (REACTOR
- 't N
>t 04 @
>r m
>a -
V e4 A -
> y>
, > j
. # . o. .G l
t
,i 0O, j
! pfc 3 g SUPPRESSION
-- POOL liALL
+.0102i
/
i
- y t.,012 2, il l~,0f..g.o e
- ,o* 4 +.0013 f.5.
L o' e sp.
IPEFLECT,ICN SASElp % /
4/ up
.o 0,f j'si .o' c. '8' d _QN RADIAL STRAI3 ,
Y ;/ 4 c b ,' _
,013,5f . .0003
.C191p/t ErLECTIcN' PASEO
.0250 .0241 e" / .A ,0189 ON 3OOP STRLTN t 1 _
r- .0222
.0259 .0h48 42 11 1/2*
9'-0" i
, -
a FIGURE 5-35 D2FOhtMATION OF BASE SLA3 AT 6L ps' g ' '
__ _ _ . ~ . - .
~
44 0.008 30 0.01 1
- 44 C .01 y @o.o1 O.01
'N s
0.01 .
C .C1 N
I A\ d
~ '
d.
y f N ew JA) 4d -
11 5
/ ,
!STAf;E EXT. A 1 ' - 0 "_ _
TYPICAL GRID FIGURE 5-16 MAPPING AREASURFACE No. 2 CONCRETE CRACKS OBSERVED IN CRACK
~57-
,, . - , --- -. .* r - - . +
j , STAGE 8E ,f @ o.ooe STAG EXT. STAGE EXT.
l Nr .
1 \ v y n r S(* /* b-S'IAG
)
1 0.C 25 l /
g O. 032 0.025 C .032' O.027 g
0 .032 0.032 y j 0.030 k
i \
_l'-0"_
- 0.030 O.030 TYPICAL GRID ~
0.030 0.030 0.030 l
0.027 1
FIGURE 5-37 SURFACE CONCRETE CRACKS OBSERVED IN CRACK MAPPING AREA No. 4
-sa-
, . - _ - = _ - _ _ _ _ _ _ _ _
6 SP. AT l'-0* CENTERS >
_ EL.724'-1"3 _
koS E N - -
m g& " TYP.
21 C P$
u, N '
pg p-EQUIPiAENT s
HATCH 8
n.
N.
N 5*
h l'3 /s TYP i n
-E N
un E
- ra '
o E
g '
O @
P
-us, 315*AZIM.
u - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . F
l t
.50
.40
.30
.v- 22
//
f/
Y I nmx cr
_ .20 7 x // ,
[ v-is z u l .10 / (L."_. - -- .= k ./ 2 # $
"-22 " -'i V e V:q g 5 s c .10 %"-
8 tal (
' ~
a .20 c.
N .30
.40
)
.50 I
i
~
60 Am >&
50 / \ / \ ,
la / \ / )
- 20 / V n 5 20 k l '10 [ J
(
o \
a
"***O % $ $N N N R E' O 3 g mssmzurIm smz 2 FIGURE 5-39 rn a COMPARISON OF VERTICAL EXTENSION MEASURED BY $
EffEWiGEYERS V-22 AND V-23 WITH VERTICAL EXTENSIONS MEASURED , e.
av Extr.NsonETEas v-19 TnRocca v-21 Amo v-24. g-l.
_ ,-y .m , _ - _ , . , - - , _ , . - - , , _ . . . . - , .- ,,_,,._._,,-..,,,__y. . . , _ . , , _ , _ _ . . , _ , - g y
i l
RADIAL DEFORMATIONS PRESSURE AZIMUTH 480 AZIMUTH 2820 AZIMUTH 3480 SUPP.
STAGE DRYWELL CHAM. GAGE 1 R7 1 GAGE 2 Rll GAGE 3 R12 I 1 0 0 .000 .000 .000 .000 .000 .000 1
l 7 30.4 30.4 .010 .015 .024 .013 .019 .019 14 61.25 61.25 .136
.127 .188 .179 .138 .141 30 61.25 28.11 .090 .091 .112 .110 .088 .089 44 0 0 .040 .037 .046 .043 .034 .034 FIGURE 5 _40 COMPARISON OF RADIAL DEFORMATIONS MEASURED BY DIAL GAGES At.'D EXTENSOMETERS AT SIMILAR ELEVATIONS AND AZIMUTHS ,
j 1
I l
~
l i
.. ~ .
- 6. REFERENCES
- 1. Nuclear Regulatory Commissiori; 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 i
1 r
}
4 1
i 4
e e
I l
i
g _. _ A 8 6 e
4 N
e APPENDIX I EVALUATION OF UNRESOLVED ITEMS IN NRC INSPECTION REPORT 50-387/77/-01 9
4 f
I l
i i
f I
l l l
I e
f y , _.,.-. -,_ ___ . .. _ . , , , _ _ , , . _ . . . _ , _ . _ . . . . . _ . , . - , . _ . . . , _ - , , , ,. _ . _ , , . . , , . .
l i
1 1
4 NRC Inspection Report 50-387/77-01 listed five unresolved items.
l They are:
- 1. Removal of forms and completion of post-placement in-spection of concrete.
- 3. Evaluation of the effects of pressurizing at a rate ex-
- ceeding 3 psig/ hour.
J
- 4. Inspection of valve CS206A.
- 5. Inspection of Core Spray Pump.
l These five items are resolved below.
Item 1 -
since completion of the test, all concrete forms have been removed and the wall inspected. No major defects were found.
l 1
i Item 2 I
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 j liner plate. This air could have come from two sources: 1) from the drywell through the.unli'ned concrete of the RPV pedestal, and l l 2) from the suppression chamber through the diaphragm slab. When '
- the test pressure was reduced, the air under the sump liner plate i could not escape back through. the concrete rapidly enough to keep j the pressure under the plate approximately equal to the pressure I
, in the drywell. Consequently, the sump liner plate, which is the i
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.
1 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 t
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 j indicating that the space under the plate had been pressurized i
j Al-1 1
f and that the plate remained deformed even after the excess air i 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 4
At peak pressure of 61 psig, valve CS 206-A was found to be leaking.
I Manual torquing of the valve slowed the leakage and the leak stopped j when the. internal pressure reached 45 psig during depressurization.
Af ter 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. -
l The pump shells were dried and coated with preservative.
j 1
i l
~
i i.
Al-2 4
i P-67b
, - , . - - , . - . , - - ., . - . - . , , . , _ , . _ _ _ _ _ . - , . . , , - , - , . _ , - _ _ . _ , . - - . - , . - , , - . , . . . , -_ - - - _ ,,.v. -_ ._ .,,,,---,,-,,--wm.'
4 S* 8 9
O APPENDIX 2 EXTENSOMETER JND STRAIN GAGE DATA W
e l
. l e
S 6
4 A2-1
The following two tables contain extensometer, dial gage, and strain gage data collected at the stages of pressuri-zation noted in the figure below:
60 '" "I
- / \ / \
il
~
/
/ \
V
/
i\
A R to
/
/ \
k o
/
== : I PRssSURISMION SMGE mg
.=
C 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 thereaf ter. -
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 .
R Radial with respect to containment ,
M Meridional (i.e. vertical in the Suppression Pool I wall and RPV Pedestal and 15* 53' 35" from vertical I in the Drywell wall)
H Hoop or circumferential direction Denotes gages found to be defective before pressurization began A2-2
O TEST PRESSURE (psig) caggang. .
lootrIm GhGE Dt3ECTIN EtzvRrIm Aspams RADIUS le 20 30 40 50 61.2 20.1 /.2 61 28.1 48.9 0 0e 8 NRS.
Radial R-1 -
660*-0 00 - .004 .007 .011 .017 .031 .092 .059 .057 .081 .025 Exten- .025 someters at Elev.
R-2 -
660*-0 750 - .002 .005 .007 .010 .024 301 .060 .050 .005 .022 .022 O'-0 R-3 -
660'-0 120 0 -
.002 .005 .00s .612 .023 .075 .047 .042 .065 .015 .016 R-4 -
. 660'-0 101 0' -
.003 .006 .008 .011 .023 .005 .052 .046 .073 .021
! .020 R-5 -
660'-0 2400 .
.005 .010 .015 .022 .045 .11e .068 .062 .095 .027 .022 R-6 -
660'-0 3000 -
.006 .011 .017 .025 .052 .12e .073 .070 .107 .031 .029 i Radial R-7 -
674'-0 48 -
.000 .007 .015 .024 .049 .150 .096 .091 D' Exten- .111 .037 .033
! j8 someters R-s -
674'-0 102 0
.003 .010 1 6, at Elev.
018 .629 .053 .162 .095 .085 .133 .033 .030 674'-0 R-9 -
674'-0 1620 -
.000 .004 _014 .025 .052 .161 .095 .090 131 .036 .030 R-10 -
674'-0 228" -
.006 .013 .021 .030 .661 l
.17A .100 .095 .144 .038 .034 R-Il -
674'-0 2020 - .000 .005 .013 .015_
.057 198 115 110 .161 .043 .039--
n-17 -
614*-0 348* .002 .010 .019 .032 059 .162 .095 089 .132 .0 4 .030 Radial 3-13 -
705'-2 400 46' -
i Exten-j someters R-14 -
705'-0 1010 20' -
.000 000 .000 .006 .010 .024 .020 .019 .023 .009 at Elev. .007
) 705' a-15 -
705'-2 161 20' 0 -
.000 .000 .000 .000 .006 .019 .015 016 .019 .006 .004 R-16 -
705'-0 2200 -
.000 .000 .000 .000 .000 .011 i
.011 .013 .011 .012 .011 R-17 -
105'-2 2810 01' -
.000 .000 .000 000 000 011 .012 ,011 .012 .008 .005 i
Table A2-1 Sheet 1 of 5 l
t TEST PRESSURE (psig)
G-na.
IOCRTKat GR2 DEIECTKBE EEEURTIO6 AIDemi ImDIUS 10 20 O.
30 40 50 61.2 28.1 48.9 0 S NHS.
28.1 R-It -
705'-0 348" -
.000 .000 .000 .000 .008 .023 .022 .020 .023 .011
.009 Radial R-19 -
747'-4 38 06' -
.000 .000 .000 .010 .029 .e73 .053 .032 .093 .027 .022 Exten- ~
someters R-20 -
747'-4 990 -
.008 .000 .ein .els .011 .a73 .054 .034 .034 .031 .026 at Elev.
747' R-21 -
147'-4 159 -
.000 .004 .010 .018 .035 .077 .050 .079 .076 .025 .019 n-22 -
749'-0 219* .ana .ana .010 .ans .nss
.aii .07a .na7 an .031 mL_
R-23 -
747'-4 2790 -
000 .000 .000 .000 .000 .037 .030 .047 048 .000 .004 ha R-24 -
746'-4 1390 -
.000 006 .011 .018 .020 .067 .041 .073 .063 .016 .010 i
Radial R-25 -
189'-9 430 .003 .007 .012 Exten-
.016 .024 .034 020 .030 .031 .015 .012 someters a-26 -
789'-9 1020 -
.002 .005 .009 .015 .023 .036 .024 .030 .032 .017 at Elev. .015 790* R-27 -
790'-5 1620
.004 .000 .014 .022 .031 .049 .035 .051 .049 .022 .020 R-20 -
790'-1 2290 55'_ -
. 00 0 .005 .010 .010 .024
.039 .031 .048 .043 .019 .015 R-29 -
709'-9 2320 -
.000 .000 .000 .002 .004 .004 .004 .610 .000 .004 .001 R-30 -
190'-74 14a 0 -
.003 .007 .013 .018 .022 .027 .017 032 .027 .000 .003 Dial 1 -
670'-0 48 - - -
.010 Cages
.127 -
.ato -
.040 -
at Elev. 2 -
670'-0 2820 - -
670'-0 -
.024 - -
.188 -
.112 -
.046 -
3 -
670'-0 343 0 - - -
.019 -
.130
.088 -
.031 -
V' l 300 34'-0 .017 .034 051 .065 076 .095 054 016 .073 .000 .000 Table A2-1 Sheet 2 of 5
eh ., { ' - ;!1'
~
s t
4 1 8 .
0a c 6 4 6 7 2 3 5 7 _
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IDOtrim GMEC DEIECTICES 61.2 Og IE2Ukrim AIDemi RADIUS 10 20 30 40 50 61.2 20.1 # 40.9 0 28.1 8 Isis.
4
- vertical V-19 - - 250 20'-6 .000 .000 .023 .044 .069 .119 .070 .172 .129 .012 .012 -
- Exten-i someters V-20 i at Radius 510 20'-8 .000 .021 .032 .057 .075 .127 .087 .101 .137 .030 .021 l' -
21' in Drywell v-21 - - 1sn 21'-9 .011 .020 .044 .061 .000 .126 .073 .187 l 127 .027 .031 i
V-22 - -
160*30' ' 21'-4 .160 .201 .218 .228 .231 .202 :164 .494 .326 7448 7449 I V-23 -
2700 20*-6 .064 .302 .117 .121 .125 .134 .032 .409 .229 7052 7010' 1
- V-24 - -
2850 20'-1 .000 .022 .038 .052 .071 1 >e
.110 .001 .180 .140 .032 .025
)
4 f
og Exten-someters E-1 R 709'-1 313037' -
.000 .002 .007 .012 .020 .036 .030 .042 .042 .02r .018 i
at E-2 3 713'-5 315 0 -
.000 .000 .000 .613 .325 .040 .040 .057 .058 .027 .025 Equipment Hatch g.3 m 737e-11 3150 -
.000 .000 .000 .001 .023 .052 .046 .064 .064 .025 .024 i
E-a a 710'-1 1150 - .000 .000 .011 .020 .035 .074 .054 .090 .005 .033 .029 E-5 R 734'-9 3150 30' .000 o100 .013 1
.022 .034 .073 .054 .000 .003 .032 .026,__
E-6 R 739'-S 316 27' -
i .000 .005 .010 .019 .030 .067 .047 .000 .074 .025 .020 2
E-7 R 725'-64 - -
. 000 .005 .013 .022 .035 .000 .051 .094 .005 .021 .018 E-A a 725'-7 -
.002 .010 .619 .029 l -
.043 .007 .053 .101 .000 .025 .022
, E-9 R 724'-1 - - .000 .004 .014 .023 .037 .078 .050 .092
.082 025 .022 t
E-10 a 7*d'-1 - -
.000 .010 .022 .032 .046 .086 .063 .101 .096, 2RJ1 .037 s
1 E-11 R 725'-7 - -
.009 .018 .029 .040 .057 .105 .069 .120 .105 .041 .036 i
1' '
i Table A2-1 Sheet 4 of 5
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TEST PRESSURE (psig) omsuu.
IIKATIG8 GA2 DIIWCTIOf Uk.VATIGi AIDemt 61.2 00 ImDIUS 10 20 30 40 50 61.2 20.1 /- 48.9 0 28.1 0 Mus.
4 E-12 R 725'-7h - -
.000 .010 .019 .031 .047 .097 .066 .109
.102 .035 .029
- E-11 M -
1156 - .000 .000 .000 .000 Teos n14 7010 7014 7014 7009 .009 E-14 w ini 1248-1 - -
.004 .009 .015 .022 .036 .065 .040 .072
.063 .021 .010 4
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t TEST PRESSURE (psig)
- taatrIO Ch0E DISEICTICet IIEWATIOf AIDtml ImDIUS 10 20 30 40 50 61.2 20.1 y
- 8.
j -
28.1 Straln f RG-045 R&M 646'-10 100 0 l'-0 0 0 0 0 1 2 -1 -3 -1 -6 Gag -6 l ata [esof 4
Basemat ac-ade meu sai'-ik -
n'-a 1 i 4 a 11 In 11 la 17 In 4
} Basemat RG-$24 a 646'-10 225 0 a'th -1 -2 -1 -a -s -s -s -is -7 -s _s j Strain i Gages BG-022 M 646'-9 225 0 9'Oh 0
' 0 0 0 0 1 -1 -6 -1 -4 -4 at Radius CM-020 R 646'-7 2250 9'-14 -1 -3 -4 -4 -5 -5 -4 -12 -6 -5 -4 _
en-024 5 641'54 2250 9'-14 1 3 5 e 12 le 13 22 le 9 9 y, ac-ali a satrik 2258 a'-9k 2 5 8 12 le 26 19 32 26 ks 13 a 12
{
i 8, DC-044 M 641'1h 220.2 0 9'-Ik 1 2 4 6 le 15 12 16 17 le 10 Basemat BC-047 R 646'-7 225 0 e 15'-6 -1 -3 -5 -7 -7 -18
-8 -6 -8 -6 -5 Strain i Gages RG-023 N 646'-6 2250 at Radius . 15'-6 0 0 -1 -1 0 1 -1 -7 -1 -3 -3 l
~15'-6 CM-612 M 646*-3 225" 15'-lh
- en-023 m 641*-5 225*
i 1s'-6 2 4 s le 11 13 12 16 15 a 6 j nG-015 a 641'-3 225* 15'-54 2 5 9 19 li 27 19 .24 24 10 to -
nG-026 u 641'-lh 2258 15'-sh 1 4 6 9 13 la is 1 22 2e 11 10 0
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i IfM3r3Gs Ghm INIMCTIGE 61.2 00 ERJIWRr308 AEnems 3hDEUS 20 30 40 l
l le 50 61.2 20.1
[ 40.9 0 0 355.
Basemat hG-835 R 6468-10 2250 Strain 24'-74 -1 -1 -2 -4 -4 -4 0 -2 -1
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- S*
Radiu: hG-036 N 646'-S 2250 248-2h n -1 -2 -1 -1 -1 -2 -a -4. -4 -4
{ RG-814 R 641'-3 2250 24'-7h 2 5 9 11 la 24 1s 2a 22 a 2 9C-812 N 641*-1 2250- 24'-74 2 5 8 11 in 22 17 28 22 10 9 i Basemat RG-006 R 6478-a 2250 11'-t 2 1 i a a 11 14 la la it Strain 17 Cages DC-009 N 2250 646'-10 11'-t -1 -2 -2 -a -1 -1 at Radius -i -2 -1 -1 -1____
- 33'-I Rc-een a sat *-1 2250 11'-e a i c
>* 1 e tu n i s -1 -s l f NG-907 N 641'-14 2250 11'-t 2 s la la 2a 1 u) 23 is ta 2n 4 1
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' 42'-9 CM-007 m 64s'-g 2250 42*-2k 5 17
_11 24 35 51 31 32 43 11 10____ +
- CN-009 R 641'-6 2250 1
42*-a -2 -4 -a -e -la -2a -1s -la 21 -e -9
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! BC-984 5 641'-2 2250 42'-94 -5 -la -is -12 -11 -t a' -14 -40 -48 -16 -14
{ ac-so3 N 641'-1 2250 42'-94 i 2 4 s e 12 is e is ni a 1 s
i Base of nG-077 -
M 650'-7 224.890 44*-18h Suppress- 14 29 aa sa m2 nia na saa sta 2a 24 l i ion ac-oel N .
! Chamber 650*-s 225 45'-14 13 26 ao 57 am 12a 35 22 7e
, -37 -44 l
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2 1
TEST PRESSURE (pelg) raammar.
61.2 ag teatriot Gas DEsecTEGI ur N AIDeFrN . am m ac le 20 34 48 50 61.2 28.1 3
i
{ 40.9 8 e sets.
i AC-141 M 650'-7 224.90 48'-3 2 3 5 9 4
6 12 e IS 6 42 -2 4
RG-063 m 650'-9 224.80 48'-5 7 15 23 33 1 52 72 0 -16 35 -51 -53 p -sel in 650*-a 224.850 da*-sh a e a a -1 -e -11 -s -ta- -a -1 Mid-height AG-125 N I 674*-4 224.790 44'-9% 0 0 0 -1 -32 -66 -46 -26 -57
{ of -23 -23 j Suppreea- CM-019 ion N 6748-4 224.5 N 44'-104 1 1 6 0 -22' -45 -35 -19 -19 l
-20 -21 RG-133 M 673'-6 224.790 45'-2 15 31 40 68 650 710 300 396 570 140 13e CM-017 m 674'-6 224.630 45-3 12 26 38 53 e60 teos 598 586
> 820 240 230
- y CM-014 M 674'-4 224.550 48'-2 6 12 IS 23 22 71 36 45 t* 57 9 8 O
CM-446 N 674'-6 224.650 43*-4h 11 23 3A S1 726 800 428 428 Ese
- 158 1E L 3G-074 5 674'-4 224.90 43*-5 16 33 51 14 530 64e 3de 13e sie 12e 11e RG-117 N 673*-6 224.850_ 48'-84 1 _14 28 2s 1s e2 a2 ss 11 It e sase of RG-139 3 M 705'-2% 224.670 43'-5V le 26 39 56 35 11e 61 92 94 21 Drywell 2e Wall 3G-066 M 195'-4h 2240 43'-9' s 11 na ss sa me se u sti si n CM-Get M 195'-5h 224.670 44'-2h 9 17 27 la _53 7a aa si sa it in 3
, CM-010 M 705'-S 224.70 46'-91 7
, 3 6 0 12 10 3 12 0 -4 -7 i 3 3 J RG-873 N 705'-103 224.60 47'-14 2 5 7 e 13 14 2 13 3 -7 -10 1
3 3 nG-o n u 7e5'-el 224.3 46'-10T 4 e 13 le 23 3e . 19 39 3e 7 7 l'
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! Table A2-2 Sheet 3 of 7
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i TEST PRESSURE (pelg) sman nag,
. 61.2 00 InotrKas GRfE DEIECFK38 EIB5trION AEDemt RADEUS le 20 38 40 50 61.2 20.1 48.9 0 8 Iss.
i e
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Hid-heigh; RG-668 M 747'-3 225.38 31*-74 16 32 52 74 110 46 270 490 430 120 110 of o 3 Orywell nG-ess N 747'-3 225.45 31'-105 -5 -44 -40 -33 36 -45 -29 47 9 l Wall a
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cas-an s as ta2'-2K- 224.62 31'-S 4 7 11 le 15 36 8 23 19 11 9 1 o 5_
CM-827 N 747'-20 225 32'-00 11 22 39 59 89 200 120 210 180 55 48 '
I 3 o CM-021 m 7a7'-1pi 224 7 1a'-lak 2 a s in 11 2s 11 22 ta -s -11 o
CM-902 M 748'-2 224 7 15'-1b a la 29 it at al is na 1a 2 a
) 3 0 1 SC-890 M 747'-105 225 35' -el 7 -45 -42 -16 -31 15 -12 -la 54 -11 u 3 o 1 1,
W I hG-075 M 147'-10m 225 1s'-2E 11 Ta is da ss ita Sta taa tin laa es y o 7
, top of DG-025 M 705'-10 221.61 288-8I 12 26 40 220 299 390 260 400 350 140 j Drywell 100 o
Wall RG-108 M 785'-7 223.63 21'-1 l 11 2s 17 a2 sa 11 ta 2a 60 4 5
! o 3 j CM- 022 as 1a s '-2a. 224.99 2a'-el la le le 2a _ 1a sa 21 si s1 i
- 1 5 __
o 3 4
CM-Oll U 786*-7 224.4 21'-115
. o l DC-SS7 N 786'-8% 225.6 23'-11% -4 -15 -14 -10 22 -12 -22 12 -11 o
DC-897 N 706'-7 225 24'-3 11 23 138 166 216 341 21A 1a1 299 10e i
72 o
Mid-height RC-420 M 674'-0 223.7 10'-7 -1 11 17 3 21 24 26 -4 32 35 39 of RPV, -
o Pedestal rC-019 M 674'-0 223.7 la'-cas -1 -2 -2 -1 -a -s -s -41 -a -4 -2 1
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1 Table A2-2 Sheet 4 of 7 i
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- I of AG-143 maat 783'-1 274 e'-7 4 8 13 24 2e 44 37 47 50 Diaphragm 45 49 ;
I DG-116 3 618 700'-14 274 e'-7% 3 6 4 11 14 21 12 25 20 3 3 o
} Diaphragm at:-121 m tai'-aA 212 a 9'-1 2 4 0 11 17 34 22 46 32 14 15 j slab at o Radius BG-135 W 782'-10 212 9'-4 3 6 9 13 20 32 19 26 27 11 11 9'-1 3 .
I RG-lee W 70e'll'{ 212.4 9'-1 3 6 9 15 23' 30 23 30 33 0 6 I , o
} RG-le6 m 780'-18 211.3 9'-sh 3 6 9 12 17 34 16 4
-4 22 1 3 4
u plaphrage _mi-pfa a 7ar-u 22s is'-a 1 1 1 2 a 24 11 19 2e 6 16 ,
8 Slab at o .
[ Radius RG-495 N 743'-G 225 16'-s -7 -le -24 -16 -9 6 -le 17 4 -24 le 16'-.s .
i 1 nG-eas a n1'-56 225 16'-s -5 -u -n -w -17
-35 -42 -51 -is -74 -25
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! DG-120 R 741*-24 225 16*-8 9 le 29 44 55 te de 24 72 12 12
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l Diaphragm RG-139 N 703'-4 195 30'-e 4 7 9 12 16 27 15 e 21 7 9
] Slab at j medius a ;
nG-111 m 7a P -e its ta'-a s la 11 17 22 11 14 3e'-e 11 29 e 11 j! . .
m3-14] M 701'-3 195 n ' -4 5 9 14 20 30 53 32 69 47 22 24 i,
o l nG-11e a 7ee'-le 195 ie'-e e 3 7 13 22 39 2e 59 42
- 9 6 l
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1 TEST PRESSURE (peig)
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cag ggg, loCRrMas GhfE 61.2 0e EEEEICTIGt IIAUkrMat AIDemt BRDIUS 10 20 . 30 de 50 61.2 29.1 48.9 0 0 Ists.
5 o '
Beside BG-099 M 723'-115 299.98 18'-0 5 Equip- 10 14 19 23 3G la 12 11 na 13 i t o 5 RG-055 N 723'-10% 300.6 33'-3I 7 'I 4
1s 22 11 as sa ?s st AA a 31 j
3 o 3 RC-059 H 723*-11I 300.85 41'-7T 12 25 19 si sa es da Ina 1e 7 a 1 o 1 RC-049 M 724'-0I 300_9 at*-9I 4 a 12 19 I
?? 1a 15 30 22 -7 -12 1 o RG-053 M 724'-1L__ 305_21 ia*-3 1 2 2 1 1' ? 1 -a 2 9 1 5 o . .
DG-067 M 724'-SI los na a1*-7h 14 22 14 en ai s7 is ee in -ns -1s l
o 3 p nG-061 M 724'-2% 324.73 38'-6i 2 4 6 9 kJ 9 38 17 21 21 11 3
. o
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y AG-113 M 724*-1% 324 41*-8 12 21 29 10 47 100 31 84 53 -37 -45 3 0 j DG-060 1_
M 724'-28 329.23 42'-00 15 29 44 57 74 85 37 72 50 i -20 -42 o 3 ac-asa u Tsa*-a 329.23 41'-9I 11 20 27 1e 14 15 la 2a 11 -la -21 O
ac-asa u 72a'-3L 329.35_ _ 18'-7 4 9 15 24 32 i i
de 19 sa 41 a 11 '
o aG-852 M 724'-3 129.35 38'-sk 5 le 14 19 21 51 to se 46 14 11 5 o
$ Above RG-101 M 733*-55 315 35'-7% 2. 5 9 16 13 44 21 50 40 11 14 l Equip-
""t o BG-062 18 733'-7h 315 15'-10 22 Match 44 El Ta 17e 400 260 490 400 100 91 o
RG-872 M 733'-6% 315 39'-0% 6 12 ~l 20 29 37 60 33 47 38 -6 -14 i
5 o l RG-051 M 733'-%I its les-th ?? ai se 17 sen 410 21e ana tan ss o
AL.
3 j RG-e76 w 730'-e 315 is'-117 11 ss er l ia a3a ain 2nn aan isa s2 a7 i
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t Table A2-2 Sheet 6 of 7 i
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TEST PRESSUSE (poig)
I smamman IN GR2 manma 61 1 eg Be3ECTIGE EIJR5tI(38 AaBeNW 10 2e 38 4e 58 61.2 20.1 # 40.9 e e 1s45.
! 20.1 5 o 7
} nG-070 m 730'-85 115 40'-35 29 54 76 100 16e des 210 des ice 17 17 o 3 Selow DC-112 W 717'-34 314.e5 4e'-41 27 54 se 120 1
Equip- 17a 22e 11a 2se 214 44 da .
cm-see a 7178- % 114.42 al*-a -s -11 -ta -sa -11 -u -ta -18 -11 -7 -6 1 .
- CM-sl6 m 717'-54 114.5a a1*-ah 1 -s -a -14 -17 -29 i
-24 -20 -27 -le -15 i
o
{ ac-se6 m 117'-sk tia_sa aas-ah 2d da 7a 120 161 1ee et tea '
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ac-eel u 714'-11h 314.3 4e'-117 -15 -si -as -44 -12 -22 -me -si -se -se 1 ,
a 3 o j RG-116 M 714'-111 114.12 418-ah le 35 55 77 e2 12e si taa 11a 22 21 j Y nG-109 N 714*-104 314.7e 44'-6 7 15 21 11 as sa s2 12 s2 na a M
3
-
- o nore46 m 7148-104 314.7s 45'-o 14 2e 43 65 el 12e 53 11e se -16 -29 1
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i Table A2-2 Sheet 7 of 7 i
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.I APPENDIX 3 i
TECHNICAL SPECIFICATION
- FOR I THE UNIT 1 PRIMARY CONTAINMENT
.i 1
STRUCTURAL INTEGRITY TEST FOR
., .\
SUSQUEHANNA STEAM ELECTRIC STATION, UNITS 1 AND 2 j
PENNSYLVANIA POWER & LIGHT COMPANY '.
j ALLENTOWN, PENNSYLVANIA '
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02 Specification ,8856-C-44
- j
. Revision.2 s
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E5 8m g* TECHNICAL SPECIFICATION t' = FOR "1
.f em ~
THE UNIT 1 PRINARY CONTAINMENT
- i STRUCTURAL INTEGRITY TEST 2i jy FOR SUSQUEHANNA STEAM ELECTRIC STATION, UNITS 1 AND 2 f.i jI PENNSYLVANIA POWER & LIGHT COMPANY ai ALLENTOWN, PENNSYLVANIA fg t -
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.; San Francisco, California oz .
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_ b Y7fD General Revision lN IM WM - E'k'k
', i p g '/-r M n.-. a not 4 e d en fl& W W .h n /n "4 3$ % Ji f/3c/7(.llssued for Con!.truction ([7)p= li' s r*41t X n/a MWD 8 A V o/11.! Issued for Review hTrf" ll l' 8' e 'l' W n/a *"*
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$ SUSOUEHANNA STEAM ELECTRIC STATION SPEC / DES GUlOE NO. saw
$ UNITS 1 & 2 8856-C-44 2 PENNSYLVANIA POWER & LIGHT COMPANY
Specification 8856eC-44
, Revision 2 INDEX TO TECHNICAL SPECIFICATION
. FOR -
THE UNIT 1 P PIMARY CONT 15.NMENT SIRUCTURAL INTEGRITY TEST SECTION TITLE M -
TITLE SHIET 1 TASLE OF CONTENTS ,2 ,
- 1. 0 SCOPE AND OBJECTIVE 3 2.0 REFERENCED COCUNINIS AND ERAWINGS 3 3.0 PRESSURIZATION AND TEST PIAN
SUMMARY
4 4.0 SCHEDULE 4 5.O PREREQUISITES A 6.0 TEST PERSCNNEL 7 7.0' STRUCTURAL INTEGRITY TEST MEASUREMENTS 7 8.C '
TEST CONTROL 13^
9.0 REPORTING 13 -
10.O QUALITY REQUIREMENTS 14 11.0 QUALITY ASSURANCE REQUIRENENTS FOF. ' 14 BECHTEL RESEARCH ANC ENGINEERING 12.0 CALIBRATION CHECK OF' IEST EQUIPMENT ,
16 ATTACHMENTS A PRESS dIZATION TEST SEQUENCE AND SCHEDULE 19 B PIPING AND VALVING SCHEMATIC 20 C CONCRETE CRACE MAPPING 21 D PRESSURIZATION SYSTEM EQUIPMENT 22
.E ACTION ITEN RESPONSIBILITY 24 F TEST EQUIPMENT / MATERIAL REQUIREMENTS 27 G ELECTRICAL PENETRATION REQUIREMENTS 31 SUPPLEMENTS ~
I DATA PREDICTIONS O
4 9
~
w - - - - - - --
Spocification 8856-C'-44 Revision 2 ,
TECHNICAL SPICIFICATION FOR THE UNIT 1 PRIMARY CONTAINMENT
- STRUCTURAL INTEGRITY TEST ' l
.a FOR ,
SUSQUEHANNA STEAM ELECTRIC STATION, UNITS 1 AND 2 PENNSYLVANIA POWER & LIGHT COMPANY ALLENTOWN, PENNSYLVANIA 1.0 SCOPE AND CBJECTIVE This specification, in.conjuncticn with the referenced documents and drawings, covers 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 integrity 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. ~
i 2.0 REFERENCED COCUMENTS AND DRAWINGS The following documents and drawings shall be used in i conjunction with this specification insofar as these are j applicable to the structural integrity test. _
2.1 Susquehanna Steam Electric Station PSAR
- 2. 2 USNRC Regulatory Guide 1.18, " Structural Accsptance i
\
Test. for concrete Primary Reactor Containments" l
- 2. 3 Specification 8856-C-42/ Specification for J Instrumented Reinforcing Bars 2.4 Specification 8856-C-43/ Technical Specification for Installation and Mcnitoring of containment Structural Instrumentation l
- 2. 5 Drawing 8856-C-383/ Primary containment / Structural Instrumentation Installation ;
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s , __ _ . .
specifiestion 8056-C-44 .
Revision z l 2.6 trawing 8856-C-384/ Primary Containment / Strain Gage Placement 2.7
'Drawing 8856-C-385/$rimary containment / Junction Box for Strain Gages '
2.8 Drawing 8856-C-386/ Primary Containment / Installation of Deformation Measuring Iquipment -
2.9 Drawing 8856-C-387/ Primary Containment / concrete '
Surface Crack Mapping Areas 3.0 PRESSURIZATION AND TEST PIAN
SUMMARY
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The primary centainment shall be pneumatically pressurizcd
- 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 patterni 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 4 decide whether or not the test shall continue without a !
restart at atmospheric pressure. l
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l 4.0 SCHEDULE The structural integrity test shall be conducted in accordance with established construction and start-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 l test despite the forecast, the test results will be considered valid unless there is evidence to indicate otherwise. However, the test shall not he conducted under ambient weather conditions which prevent or impair conduct of the specified inspections of the containment exterior surface.
5.0 PREREQUISITIS completion dates listed in the following "secticn are suggested dates to facilitate scheduling .and are not quality requirements.
5.1 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 ~l '
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4 specification 8856-c-44 Revision 2 i
, primary containment concrete shall have reached dcaign strength.
- 5. 2 All pertinent drawings and specifications shall be ,
completed not later than 90 days prior to the star. -
of the structural integrity test.
j 5.3 Requisitions for all test equipment and material l shall be complete and issued in time to insure '
delivery of said equipment and material to the construction site not later than thirty days prior to the start of the structural integrity test.
5.4 strain sensor installation shall be completed in accordance with referenced drawings 8856-C-383, 384 and 385, and referenced specification 8856-c-43, not later than 30 days prior to the start of the structural integrity test. The field shall submit to project engineering as-built location drawings of all strain senscrs at least 30 days prior to the start of the test.
- 5.5 Field routed instrumentation electrical cable shall J 1
i be completed to the data acquisition equipment area not later than 30 days prior to the start of the structural integrity test. l 5.6 The data acquisition equipment shall be installed I and all electrical terminations thereto completed not later than 30 days prior to the start of the
. structural integrity test.
5.7 The primary containment deformation measuring system shall be installed in accordance with drawing 8856-c-386 and specification 8856-C-43 not l 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 t structural integrity test. -
- 5. 8 concrete surface crack mapping area grids shall be !
laid out and marked in accordance with drawing !
8856-c-387 not later than 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> prior to the start of the structural integrity test. -
5.9 Installation of accessways .to the crack mapping areas and installation of temporary lighting for nighttime crack observation shall be completed not later than 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> prior to the start of the structural integrity test.
5.10 The containment shall be sealed to provide an airtight structure in a manner approved.by project m
. - - , -. . _. ... .. .._.._____-..,,_,,_.,._._.________.______,__,,,__,_,,._,___,,,,,,__,__.--._,_..,i
spscification 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.
5.10.1 The refueling head shall be installed. -
5.10.2 All penetration sleeves shall be capped.
5.10.3 All piping which penetrates the containment shall be closed off with the appropriate valves, or caps if required. ,
5.10.4 All 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 centainment shall be complet.e with operable doors.
5.11 Temporary piping for pressurization per Attachment B shall be complete.
!, 5.12 compressors and auxiliary equipment required for containment pressurization shall be installed and operable. See Attachment D for list of pressurization system equipment.
5.13 Suppression chamber shall be filled with water up to El. 671' 1'.
5.14 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.
l 5.15 Pressure gages shall be installed adjacent to the l data acquisition system and connected to the drywell and v.he suppression chamber. -
l 5.16 No unauthorized personnel shall be within a radius of 100 feet from centeTline of the containment d during the time period after the containment is pressurized to 15 psig until start of final depressurization.
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Sp3cification 8856-C-44 Pevision 2 1
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6.0 TEST PERSONNEL -
l Test personnel shall be designated and briefed on required duties well in advance of the start of the structural integrity test.
i Test personnel shall include: '
1 6.1 A test director furnished by Bechtel Research and Engineering and designated. by project eng'ineering and two alternates - one per shift.
- 6. 2 Three data acquisition equipment operators - one per shift.
- 6. 3 Eighteen. concrete surface crack inspectors - six per shift.
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l 6.4 Security guards - number to be determined by Construction.
- 6. 5 Equipment operators - number to be determined by -
construction.
6.6 Quality control personnel as required by Paragraph q 10.0.. '
l s 6.7 A cognizant project engineering representative and two alternates.- one per shift.
7.0 STRUCTURAL INTEGRITY TEST MEASUREMENTS 7.1 Tvoe-of Measurements. Measurements of structural response to be recorded during the test are:
concrete strain and temperature; strain in the diaphragm slab anchorage assembly; strain en the interior face of the liner; strain in the rebar-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 are specified on referenced drawings 8856-C-383, 384 and 386. Locations and layouts of crack mapping areas are specified on referenced drawing 8856-C-387.
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7.2 Frecuency of Measurements-7.2.1 Strains, concrete temperature and !
deformation data shall be recorded at '
the following times and pressures.
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. l 1
Specification 8856-C-44 Revision 2.
- a. At three hour intervals for at least 18 houro prior to the start of pressurization. The test
~ director shall review these measurements and determine whether any 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 paid pressure changes ,
during pressurization and depressurization. ;
- d. At the beginning of, end of, and at one hour intervals during constant pressure hold.
e.. At the completion of depressurization.
f.. At four hour intervals for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> following the completion of depressurizat'on. i However, 13' containment deformations indicate zero or very small delayed recovery following the completion of d depressurization, the test director may discontinue recording deformation data not earlier than 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> following the completion of depressurization.
7.2.2 Deformation data obtained by tant wire extensometers shall be verified at three locations by the use of dial gages outside containment. Dial gage 2.eadings shall be taken at the following pressure levels.
l
- a. At sero pressure not more than 24 i hours prior to the start of
. pressurization..
- b. . At 30 psig during pressurization..
- c. . At 61 psig.
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Specification 8856-C-44 Revision 2
, zb, 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 frem the corresponding extensometers in order to verify the accuracy of the extensometers.
7.2.3 The test director shall he responsible for insuring that pressure level and/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. l c.. At 61 psig.
jds d.. At 32.6 to 33.3 psid (differential i
l 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 /> folicwing the ccmpletien of depressurization. -
- 7. 3 Test Data Procedures 7.3.1 At each pressure level or time specified 2ks in Paragraph 7.2, strain and deformation !
data shall be recorded in accordance with the data acquisition system 1
operating manual. The complete data record.shall include: -l I
a.. Date and time of data acquisition.
- b. Drywell and suppression chamber pressures and rate of -
pressurization or'depressurization.
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Specification 8856-C-44 Ravicion 2
- c. Internal temperatures in the drywell and suppression chamber.
- d. Outside air temperature, relative humidity, and baremetric pressure,
- e. A notation on outside atmospheric conditions,
- f. A notation on any unusual circumstances which affect the prescribed schedule for the structural integrity test or which have a potential effect on test data.
- g. Raw data for all sensing devices.
7.3.2 concrete crack Maccine 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. If the measured width equals or exceeds .01 in. ,
the crack shall be mapped per the following procedure:
1.. A l'ine 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.
If the crack ends within the gridded area, a short line ;
shall be drawn perpendicular l to the crack at its and !
point. All lines drawn '
during the initial survey
- j. shall be done with yellow lumber crayon.
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, . Spscification 8856-C-44
, Revision 2
- 2. A sketch of the crack shall be made on a data form
^
similar to the specimen form ,
shown in Attachment C. The l width of the crack and stage !
number shall be noted on the :
data form as shown. Also, I the data table line for the appropriate stage number
- shall be completed.
- b. During subsequent crack surveys,,
, the procedure described in Section 7.3.2, part (a) shall be followed
, with the modification noted below:
- 1. 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 3 specimen data sheet at the l point.where the previous ;
measurement was made. The .
s._ .
width of a new crack or an l 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. The 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 i
l 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 l 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 l
. spscification 8856-C-44 Revision 2
, visible. Subsequent re-opening of the crack line, if this occurs, shan be marked by a new line on the opposite side of the crack.
A u crack activity shall be recorded per the specimen
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data sheet.
- c. A separate color shall be used to mark crack activity noted at each stage. Lumber crayon colors shan be.
Drywell/
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Suppression Chamber Stace Pressure Color 1 0/0 Yellow 2 30/30 Red 3 61/61 Green 4 61/28.2 Black 5 0/0 Blue
- d. If portions of the grid are blocked
_ by embedments or structural
=
A attachments to the containment, these sha n be noted on the data sheet. At least 40 square feet shall be unobstructed at each area. -
The grid shall be extended as required.
7.4 Data storace, 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 shan 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.
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4 os
Specification 8856-C-44
. Ruvicion 2 8.0 TEST CONTROL 8.1 Structural integrity test activities shall be controlled by.a test director. The test director shan be responsible for the perf ormance of all
. test activities specified in this procedure. He shan also have the responsibility for reviewing au structural integrity test data to insure that i
containment response to the pressure loading remains within acceptance limits given in Procedure supplement 1, Attachment 2.
8.2 The test director shall halt pressurization in the event containment structural response does not remain within. acceptance limits.
8.3 The test director shall have the authority to decide the inoperability or malfunctioning of any strain sensor.
8.4 The test director shan designate an alternate to .
act in his absence.
! 9.0 REPORTING A test report shall be prepared following the completion -
of the structural integrity test. The report shall contain the fonowing:
9.1 A complete description of test purpose, plan's and -
procedures.
9.2 A suitable presentation of test data.
9.3 A comparisen of the test measurements with the anowable limits ~(predicted response plus '
tolerance) for deflections, strains, and crack width.
l 9.4 An evaluation of the estimat'ed accuracy of the - I measurements.
9.5 An evaluation of any deviations, (i. e. , ' test results that exceed the allowable limits) , the disposition of the deviations, 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.
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spacification 8856-C-44
. Revision 2 9.7 conclusiens regarding the ability of the containment to fulfill the design functions. The conclusions shall be based on the test data and on
, a reasoned comparisen of predicted..versus measured i , containment response.
10.O QUALITY REOUIREMINTS 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 7 requires quality assurance documentation which is limited to certificates of confcrmance for the material and calibration certificates for the instrumentation where applicable. Attachment F shows the type of documentation required.
10.4 The Quality Assurance provisions of the Bechtel Nuclear Quality Assurance Manual and the Bechtel Field Inspection Manual shall be implemented.
10.5 The test report and all supporting documentation are QA records and are to be retained for inclusion in the Quality Assurance files.
11.0 QUALITY ASSURANCE REOUIPIMENTS FCR BECHTIL RESEARCH AND ENGINEERING 11.1 Quality Assurance Program The organization providing special technical services shall prepara and maintain a quality assurance program consisting of a summary description of the quality procedures implementing the requirements of the quality elements applicable ,
I
spscification 8856-C-44 R3vicion 2 l
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, to the scope of such technical services defined by ,
this specification. !
11.2 orcanization The authority and responsibility of the '
i 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.
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11.3 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 i
performed under suitable environmental conditions; i
and.that adequate provisions exist for data acquisition.
Test.results shall be documented, and evaluated by responsible authority to assure that test requirements have been satisfied. Test report shall be issued demchstrating degree of conformance to-the acceptance criteria.
11.4 control of Measurine and Test Ecuipment 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 i
available during testing to indicate the current 4
calibration status of all data acquisition equipment. Provisions shall assure that damaged or inaccurate equipment is repaired and recalibrated or replaced and removed from test area.
i 11.5
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corrective Action Neasures shall be established to assure that i
conditions adverse to quality are promptly identified; the cause of the condition is
Spscifiestion 8856-C-44 Revision 2
1 determined and corrective action is taken to ~
preclude repetiti'on. In 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 Quality Assurance Reccrds t f
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 provisions delineating the requirements and responsibilities for record transmittal, retention and maintenance subsequent i
to completion of work. These requirements and .'
responsibilities shall be established and i
documented consistent with Project requirements. I 12.0 CALIBRATION CHECK OF TEST EQUIPMENT Field shall check the calibration of test equipment as listed in Attachment F of this specification and itemized below. Calibration shall be checked at the joksite both before and after the structural integrity test. Quality assurance documentation shall be furnished.
calibration shall be checked using following procedures:
12.1 Resistance Temperature Detectors
' The calibration of the RTD's shall be checked by the following one point procedure.
- a. The RTD shall be fully submerged in an ice t l water bath. '
- b. The bath temperature shall be measured using a calibrated thermometer with 21.0*F accuracy.
. c. The RTD resistance shall be measured using a certified digital voltmeter. When the resistance stabilizes, it shall be recorded d and the equivalent temperature determined from the RTD calibration characteristic. If the calculated RTE temperature agrees with that S
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spacification 8856-C-44 Rsvision 2.
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- l measured using the thermometer to within 30F, the RTD shall be accepted as being within cr.libration. Prcject engineering 'shall be 4
aotified if the difference exceeds 3*F.
12.2 Psychrometer and Barometer The dry and wet bulb temperatures 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' 2.08F, a calibrated thermometer (i.1.0*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 j -
. replaced. If the second psychrometer is in error,
! the comparison shall be repeated using a third 1
j g psychrometer. The psychrometer to which the test psychrometer is compared need not have 1
certification documents. .
I The test barometer indication shall be checked against barometric pressure reported by either the nearest weather staticn or airport. The reported barcmetric 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 barometer shall be accepted as being in calibration. If the test barometer indicates a greater difference, it shall be replaced.
12.3 Pressure Gaces and Dial Gaces Jobsite procedure conforming to the requirements of Procedure G-4, Rev. 6 of the Field Inspection Manual.
12.4 Taut Wire Extensbmeter Transducers See Specificatidn 8856-C-43, section 12.9
Spacification 8856-C-44 Rsvision 2 '
12.5 Data Accuisitien system
- The data acquisitien system shall be checked for performance and ca-libration in accordance with the following procedure.
- a. 1. . Set the system to scan all channels at 2 to 5 seconds per channel. -
- 2. Initiate a scan and manually record time, channel number and DvM indication.
- 3. Compare manual record to printed paper tape --if system is operating properly, manual and printed records will be, identical. .
- b. Power' Supply Voltage Monitor Check
- 1. Measure and record individual pover supply output voltages with a calibrated DVM.
- 2. Compare recorded measurements to system voltmeter indications -each power supply is monitored by a separate system data channel. ~
- 3. If 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 channels is acceptable.
c.. Random Channel Voltage Conversion Check 1.. Select 20 system channels randomly but representative 1y distributed among the d CM, TG, and taut wire channels..
- 2. Measure input voltage to system at s
terminal panel with a calibrated DVM. -
3.. Compare measurements in c.2 above with system DVM display. If the discrepancy between independent voltage measurements is less than .5% of the larger value or less than 20 microvolts, system calibration is acceptable. .
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. . ATTACHMENT A 7,'y$3N s k"
. PRESSUPIZATION TEST SEOUENCE AND SCHEDULE 2 HR. MIN. d }- si.o to d } 2 HR. MIN.
d 80 -
61.3 psig
/ \
3.0 psig/hr. max. / \
4R,g / \--
- ~
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- EQUAtlZATION PRESSURE 248 PSIG
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f DRYWELL & -
/ /
-- . - / s' 9
40 SUPPR ESSION .' .f ,
2 -
CHAMBER PRESSURE /
3 g
/ ,/ y ee S Note 1 f f below 6
t
/ j 30 - '
28;0 to l .
28.2 PSIG
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H l*iHR. MIN.
SUPPRESSION CHAMBER -
PRESEURE no -
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a
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a PHASE-REFER TO ATiACHMENT B FOR VALVE LINEUP 10 =
O I I I I I I 3 18 24 32 40 48 56
, HOURS FROM START OF PRESSURIZATION NOTES:
- 1. No limitation on final depressurization rate.
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- - . - - - . . , , - - , , , , - - - - _ , . - - . - - , --er
.' - r SPECIFICATION 8866.C.44 REVISION 2
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PIPING AND VALVING SCHEMATIC .
ast -
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Penetration No. X-5 I n V2
-X yt Fl AC1/MS1 - C1 DRYWELL V3
. c-SUPPRESSION CHAM 8En
- g. Pipe (Typ.)
Penetration No. X-22,5 PHASE ( REFER TO ATTACH. A ) V1 V2 V3 V4 C1
- 1. INITIAL PR ESSURIZATION OPEN OPEN OPEN CLOSED ON 2.115% DESIGN PRESS. HOLD CLOSED OPEN OPEN CLOSED OFF
- 3. BLOWOOWN TO 28.2.PSIG CLOSED OPEN OPEN OPEN OFF
- 4. HOLD AT 28.2 PSIG CLOSED OPEN OPEN CLOSED OFF
- 5. PRESSURIZE DRYWELL TO 61PSIG OPEN OPEN CLOSED CLOSED ON 6.32.8 PSID HOLD CLOSED CLOSED CLOSED CLOSED OFF
- 7. VENT DRYWELL TO S.C. CLOSED OPEN OPEN CLOSED OFF
- 8. FINAL BLOWDOWN CLOSED OPEN OPEN OPEN OFF
.SEE ATTACHMENT D FOR EQUIPMENT DESCRIPTION NOTES:
g
- 1. The above valve lineups are for operating information only. The valve openings will be adjusted as required to maintain required pressures and pressurization /
blowdown rates.
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- c "
ATTACHMENT C Eg'y[s'lo$ 'I
- ~
CONCRETE CRACK MAPPING
...e AZ 142o LOCATION NO. 7 STAGE @
EXTENSION AZIMUTH 1420 7, ELEVATION 664.0*
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/ \ \
WIDTH, IN. STAGE @
EXTENSION
, \ /,
\\
@.013
@ .021
@ .023
- EL 664.0"
@ .017 @ .020 7'
@ .020
@.025
@ .026 (STAGE @ ~
EXTENSION 1
/ /
STAGE @ STAGE @
EXTENSION EXTENSION STAGE DATE TIME PRESSURE TEMP.OF COMMENTS DRY SUPP. OUTSIDE INSIDE' WELL CHAM 1 12/3/75 1115 0 0 30 78 2 12/3ns 1704 30 30 25 78 3 12/4/75 0505 61 61 15 82 -
4 12/4D5 1.800 61 28.2 21 80 5 12/405 1'200 0 0- 33 77
- AVERAGE FOR DRYWELL AND SUPPRESSION CHAM 8ER I
a'
- Spacification 8856-C-44 Rovision 2 ATTACEMENT D PRESSURIZATION SYSTEM EQUIPMENT M NO. RE0'D DESCRIPTION
]
C-1 1 Air Comeressor - Portable Engine Driven (RENTED) Screw Type, Capacity of 1200 scfm, oil ;
free,. 4 100 psi Ingersoll-Rand Model Spiro-Flow 1200 or equivalent. )
C-1 2 Air Comeressor - Portable Engine Driven (RENTED) Screw Type, Capacity of 750 scfm, oil '
free.
. AC-1 1 Aftercecler - Minimum capacity of 5000 scfm (14.7 psia and 60 0F) with a 100 '
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/2500F. Tube side )
design pressure / temperature - 150 psig/
400*F. American Standard Type A300, size 12040.
MS-1 1 Moisture Seoarator - American Standard Model 8T, Part No. 2-176-5-08-215-01,
-design pressure / temperature - 150 psig/
400*F, with automatic trap, Part No.
2-196-7-06-120-01.
F-1 1 Comeressed Air Filter - Minimum capacity of 6300 scfm a100 psig operating pres-sure. Collection efficiency capable of removing 99.9% of 0.6 ' micron and larger dirt particles and 95% of 0.009 micron and larger oil droplets from the air, with Automatic Drain System, 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 />. Zurn "MICROFIBER" Coalescing 011 Filter,
, Model F 1200, or equivalent.
V1, 2, 3, 4 4 Motor Operator Butterfiv valves -
~j Minimum capacity of 5000 sctm a 110 ;
psig, bubble tight 4 150 psig complete j with position indicators by Raymond 1 Control Systems. Centerline Waf er Type 6" Series "A" 1/60/115 with " Mar
Sp;cificatien 8856-C-44
. Revioion 2 50" motor driven actuator with manual overide switch control or equivalent control. ,
RV 1 Pressure Relief Valve - Minimum relief capacity of 4800 scfm 4 70 peig. Kunkle Type #252.
BS-1 1 Blowdown silencer - Auditco Type 4+1 Series MGO 6" muffler.
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.. l Spacification 8856-C-44 l g, Revision 2 '
9 ATTACHMENT E ACTICN ITEM PESPCNSIEILITY .
M: Assumes that test .
will not take Action and Responsibility 1-place prior to [ l l ~~ l November 1, 1976 ; j Per-Pre- Re- 'Iss- ' form pare view ue Site Docu Docu lCoculActi-l l TASK ment ment ment lvity l Notes
. l l
~l l l Select location and design FE/C PE/RElFE/Cl l enclosure for data acqui- l sition system Spec C-44 supplement 1 PE RE I i g Req /PO for Test censumables, lFE rental equipment and other j
.- F>
hardware per Attachment F l
Instrumentation wiring i RE i DE j PE l ,
penetration diagram l
l l
\ \ 1 .
I I I i Checklist for preparation i FE l PE i FE l l of internal equipment and l piping {
l 1
Containment closure punch- C/TE C/FE C/FE l {
list ,
l ,
, . 1 Design pressurization / FE PE/RE ' FE {
blowdown system l l Schedule start of test FE PE FE i
l
- l
Spacification 8856-C-44
- Rsvicion 7. I 1
Action and Resconsibility l
. l l Pre- Re-Per- l Iss- form
. pare view ue Site Docu Docu Docu. Acti-l TASK ment ment ment vity l ~ Notes I '
l l l Install liner strain gages c ,
l I
' 1 Install test communications l c i system i l 1 1 I i i i Pull and terminate instru- ; l l l C l mentation wiring l l ! l
! - I - \ \ l l l 1 Install. data acquisition l C l system '
l l l 1
\ l l
Establish administrative i { C/RE l control area '
l l l
. . . 1 l 1 I
( 'l l l l l Assign and brief security l lC forces lF 1
.1 \
ll Assign and brief pressure control and maintenance l l c/FE l teams I
Assign field inspection PE/TE teams l
Install temporary piping, c j ;
valving, compressors and l l ancillary equipment l l 1
l l I Install deformation measur- l l.c l
. ing system and RTDs l l
1 l s
I I i i i 1 1
Specification 8856-C-44
. Revision 2 l
Action and Resconsibility i I l l l P er- l Pre- R e- lIss-! form pare view ue Site Docu Docu Docu Acti- '
TASK ment, ment I ment lvity l Notes I l Install accessways, l C scaffolding, lighting and crack inspection grids l
l )
Brief field inspection RE l l teams l l l i
Final calibration of RE instrumentation l
( l Final inspection of test , , 'RE preparations
{ ,
l
.... . 1 1 1 1
i Close containment C l l
- !. i I ,
t Direct pressure test ' 1'
' PE/RE- )
aetivities;. review and evaluate data during test I
l l l l Test report RE PE : PE l l
. l l C.- Construction ~
FE - Field Engineering FP. - Field Procurement PE - Project Engineering '
RE - Research and Engineering
,--- -----y-. . - , .-- .- - , - - - . - - - - - - , - . - - - , - - . , - -, ,,, - - - - - ---- , - - ,, ,,
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Spooffication 8856-C-44
. - ~ ~w Revision 2 ATTACHMENT F -
TEST EQUIPMENT /SATIRIAL REQUIREMENTS 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, m ouantity Description, Scecifications, Remarks 1 10 100 ohm copper RTD; Leeds and Northrup Cat. No. 8195-A10; for measurement of
. containment internal temperatures
, (Calibraticn Certificate) 2 50,000 LF 18 AWG/4C shielded instrumentation cable; Alpha Wire Corp Cat..No. 2424, or
. equivalent; for interconnection between instrumentation and data acquisition
. system (certificate of Conformance) 3 10 Heasuring magnifi.er (optiEa1 comparator)1 National Camera, Inc. Cat. 1
' Nos. M-0270 (body) and M-0273 (scale) , '
or equivalent; for measurement of concrete' exterior surface crack widths I
!, (No documentation required) {
l 4 1 Psychrometer; Bendix Corp., '
Environmental Science Div., Psychron Model 556-2 (P/N 524120-2) ; for
, measurement cf outside air drybulb and
. dewpoint temperatures (Calibration certificate) 5 1 Earometer, 22-31.5 in Eg; Wallace and Tiernan Cat. Nc. FA-112150; for outside air barcatetric pressure measurement (Calibration Certificate) 6 3 Pressure gage, 0-100 psig; Wallace and Tiernan 62A-2A-0100; for measurement of drywell and suppression chamber pressure - 1 (2 active gages and 1 spare) 1 (Calibration certificate) ,
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Spscificction 8856-C-44 Rsvision 2 _
.Mem Quantity Descriction, Scecifications, Remarks .
e 7 75 Taut wire extensometer for containment deformation measurement; operational and -
performance characteristics as follows:
- span length range-12 to90 'ft.
- 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 100*F
.
- required a'ccuracy in measurement of span length change - 2 .01 inches maximum error due to all causes including 208F spatial and/or temporal variation in temperature. (Calibration .
Certificate)
~
8 5000 LF Invar wire for containment deformation measurement. Eiameter = 0.050 inch.
(certificate of conformance) "
9 l 1 Scanning digital data acquisition system ,
for recording of strain, deformation and
! temperature data; operational and -
l .
performance characteristics as follows:
Printed and punched paper tape output with day, hour, l; '
minute time header followed 1
! by channel ID and raw voltage data for all inputs
.e output resolution / accuracy -
- 10 microvolt Scan rate - 3 channels /second minimum , ,
Display devices , day, hour,'
minute clock; output voltage w/ 1 or 10 microvolt s
' resolution / accuracy; channel , ,
i ID .)
Random channel access Input signal conditioning:
ne+
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I
Spscification 8856-C'-44 Ravigion 2.
5 h ouantity Descrietion, seecifications, Remarks a
70 DCDT transducers w/24 V excitation and t 5 V output '
10 8 100 ohm 3 lead copp,er RTD's (L&N) to measure 0-100*F 60 Ailtech quarter bridge weldable strain gages (nominal resistance 120 R) 120 Carlson strain and joint meters (half
- bridge w/30 chm per leg nominal resistance 130 a 350 ohm full i
bridge strain gage transducers resistance bridge input conditioning to have span (.5-10 V DC range) and balance (t 5 Mv/V ,
range) controls
- (Calibration Certificate) (System to' be 1 eased or rented) i Approved sources: ,
4 General Electric, SIS .
Schenectady, New York 12345 ,
(518) 374-2211, Ext.52195 Attn: Ken LeGere 1 CTE, Inc. -
830 E. . Evelyn avenue, Unit F Sunnyvale, California 94086
, (408) 733-5222 Datacraft, Inc.
13713 S. Normandie Avenue Gardena, California 90249
- (213) 321-2320 10 5 boxes, Lumber crayon; yellow, red, green, black l each color and blue (No documentation required) i 11 3 Dial gage for verification of 1 j
containment deformation measusement; i operational and performance
, characteristics as follows l
I
- l
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_____.___.________=__.-_.____..J
s _
, t Spccificction 8856-C-44 e >
Ravicion 2 Dtm QuantUtv Descrirtion, specifications, R>emarks Minimum travel - 1 inch Required accuracy y c.01 inch (calibration certificate) e I'
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Specification 8856-C-44 Revicion 2 ;
1 ATTACHMENT G ELECTRICAL PENETRATICN REQUIREMENTS-Penetration Reference Module Wire No.- -
Dwc. No. Position Nos. Description 1 W 107 8856-E13 5- 31 1 1-240 #14 AWG 2 241-480 #14 AWG 1 W 300 8856-E135-35 2 21-260 #14 AWG 1 W 301 8856-E135-32 2 21-260 #14 AWG
~
Storage and Installation Instructions: Drawing 8856-E135-44 1 a
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- -- --v Spacification 8856-C-44 Revision 2 1 l
INDEX TO -
I i
PROCEDURE SUPPLEMENT 1 ,
i DATA PREDICTIONS NO. OF I TABLE TITLE SHEETS 1 STRAIN GAGE LOCATIONS 2 2 EXTENSOMETER LOCATIONS 2 3 CONCRETE CRACK MA'PPING AREAS 1 4 STRAIN PREDICTIONS 4 5 DEFLECTION PREDICTIONS -
2 ATTACHMENT 1 TYPICAL RECORDING SHEETS FOR
, CONCRETE CRACK MAPPING AREAS 5 2 ACCEPTANCE CRITERIA 1 3 TYPICAL RECORDING SHEETS FOR STRAIN GAGE READINGS 3 4 TYPICAL RECORDING SBEETS FOR EXTENSOMETER READINGS 3 1 Sheet 1 of 1 .
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Spacification 0856-C-44
, , _ , Rsvision 2.
d TABLE 1 STRAIN GAGE LOCATIONS
- !. SHEET 1 OF 2
~
- 1. RESISTANCE GAGES RADIAL GAGE NO. ELEVATION AZIMUTH DISTANCE REMARKS RG-077 650'-7" 224.890 44'-10-1/2" Base of Suppression Chamber Wall
! RG-081 650'-8" 2250 45'-1-1/2" "
! RG-141 650'-7" 224.90 48'-3" "
RG-0 63 - 6 5 0 '.- 9 " 224.80 48'-5" "
RG-078 651'-0" 225.290 49'-3" "
, . RG-125 674'-4" 224.79 44'-9-1/2" Midheight of
. Suppression Chamber Wall RG-133 673'-6" 224.790 45'-2" "
RG-117 673'-6" 224.850 48'-0-1/2" "
RG-074 674'-4" 224.90 48'-5" "
i RG-134 673'-6" 2250 49'-1" "
RG-130 705'-2-1/4" 224.670 43'-5-3/4" Base of -
Drywell Wall RG-066 705'-4-1/2" 2240 43'-9" "
RG-073 705'-10-3/8" 224.60 47'-1-3/4" "
RG-031 705'-8-3/4" 224.30 46'-10-3/4" "
, RG-056 705'-11-1/4" 224.30 47'-7-3/4" "
RG-068 747'-3" 225.380 31'-7-3/4" Midheight of
' Drywell Wall
! RG-08'8 747'-3" 225.450 31'-10-3/8" "
RG-090 747'-10-3/8" 2250 35'-0-1/8" "
RG-075 747'-10-3/8" 2250 35'-2-1/8" "
. RG-119 748'-0" 225.070 35'-5-3/4" "
RG-098 703'-3-1/2" 2250 16'-8" Diaphragm Slab at Pedestal RG-095 703'-0" 2250 16'-8" "
RG-128 701'-2-1/2" 2250 16'-8" "
RG-089 701'-5-1/2" 225 0 16'-8" "
RG-111 703'-0" 195* 30'-0" Diaphragm Slab at Column RG-139 703'-4-1/2" 1950 30'-0" "
RG-103 701'-3" 1950 30'-0" "
RG-110 700'-10" 195 30'-0" "
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, .. w Spacification 8856-C-44 Revision Z l
SHEET 2 OF 2 -
RADIAL GAGE NO. ELEVATION AZIMUTH DISTANCE REMARKS RG-13'6 714'-11-3/4" 314.32* 41'-4-1/2" Equipment Hatch RG-093 714'-11-1/2" 314.3* 40'-11-3/4" "
RG-109 714'-10-1/2" 314.78* 44'-6" "
RG-046 714'-10-1/2" 314.78* 45'-0" "
RG-099 723'-11-5/8" 299.98 38'-0" "
RG-055 723'-10-1/4" 300.6* 38'-8-5/8" "
RG-059 723'-11-3/8" 300.85 41'-7-3/4" "
RG-049 724'-0-1/8" . 300.9 41'-9-3/4" "
RG-052 724'-3" 329.35" 38'-5-1/4" "
RG-050 724'-2-1/4" 329.35* 38'-7" "
" RG-058 724'-0" 329.23* 41'-9-3/4" "
RG-060 724'-2-3/8" 329.23* 42'-0-1/8" "
RG-101 733'-5-5/8" 315* 35'-7-1/2" "
RG-062 733'-7-1/2" 315 35'-10" "
RG-072 733'-6-1/4" 315* 39'-0-1/4" "
RG-051 733'-5-5/8" 315* 39'-3-1/2" "
RG-112 717'-3-1/2" 314.05* 40'-4-3/4" "
RG-096 717'-5-1/2" 314.68 44'-8-1/4" "
RG-076 730'-8" 315 36'-11-3/4" " '
RG-070 730'-8-5/8" 315* 40'-3-7/8" " -
RG-053 724'-1-1/8" 305.23* 38'-2" "
" RG-067 724'-0-5/8" 305.88 41'-7-1/4" "
RG-061 724'-2-1/4" 324.73*
~
38'-6-3/8" "
RG-113 724'-1-1/4" 324* 41'-8-1/2" "
- 2. CARLSON METERS CM-013 650'-4" 224.95 45'-2" Base of Suppression CM-001 Chamber Wall 650'-4" 224.85* 48'-6-1/2" .
CM-019 674'-4" 224.52* 44'-10-1/2" Midheight of Suppression CM-017 Chamber Wall 674'-6" 224.63* 45'-3" "
CM-014 674'-4" 224.55* 48'-2" - "
CM-006 674'-6" 224.65* 48'-4-1/2" "
CM-008 705'-5-3/4" 224.67* 44'-2-1/4" Base of Dry-well Wall CM-010 705'-8-1/4" 224.7* 46'-9-3/4" "
CM-015 747'-2-1/8" 224.62* 31'-8" Midheight of Drywell Wall CM-027 747'-2-1/8" 225*- 32'-0-5/8" "
CM-02'1 747'-10-3/8" 224.7* 34'-10-1/4" "
i
. CM-002 748'-2" 224.7 35'-1-1/4" "
3 Note: For location of gages, see also Dwgs. C-383 and C-384.
1._.-.--- .-_-__ --- -..- --.-.-__,- _ _.-
Sp3cification 8856-C-44 i.
RGvision 2. ,
TABLE 2 SHEET 1 OF 2 EXTENSOMETER LOCATIONS
- 1. RADIAL GAGES GAGE NO. AZIMUTH ELEVATION MOUNTED TO R1 00 660'-0" Containment Wall {
R2 75' 660'-0" Containment Wall l R3 1200 660'-0" Containment Wall !
R4 1810 660'-0" Containment Wall R5 240' 660'-0" Containment Wall R6 300' 660'-0" Containment Wall l R7 480 674'-0" RPV Pedestal R8 1020 674'-0" RPV Pedestal R9 1620 674'-0" RPV Pedestal R10 228' 674'-0" RPV Pedestal R11 2820 674'-0" RPV Pedestal R12 348' 674'-0" RPV Pedestal R13 48' 705'-0" RPV Pedestal R14 1020 705'-0" RPV Pedestal i R15 162' 705'-0" RPV Pedestal i
~
R16 228' 705'-0" RPV Pedestal R17 282* 705'-0" RPV Pedestal
, R18 348' 705'-0" RPV Pedestal
! R19 39' R20 747'-4" Reactor Vessel 990 747'-4" Reactor Vessel R21 159' 747'-4" Reactor Vessel R22 219' 747'-4" Reactor Vessel R23 279' 747'-4" Reactor Vessel R24 3390 747'-4" Reactor Vessel R25 480 R26 102' 789'-9" Reactor Vessel 789'-9" Reactor Vessel R27 162' 789'-9" Reactor Vessel R28 228' 789'-9" Reactor Vessel R29 282* 789'-9" Reactor Vessel R30 348' 789'-9" Reactor Vessel i 2. EQUIPMENT HATCH GAGES i
El 315' 7088-10" RPV Pedestal E2 315' 713'-5" RPV Pedestal E3 315' 717'-11" RPV Pedestal l E4 315' 730'-3" RPV Pedestal E5 315* 734'-9" Reactor Vessel E6 315' -
739'-4" Reactor Vessel E7 291* 724'-1" RPV Pedestal O
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, Specification 8856-C-44 Revision 2 TABLE 2 SHEET 2 OF 2 l
GAGE NO. AZIMUTH ELEVATION MOUNTED TO !
l E8 298.5 724'-1" RPUPedestal E9 305.50' 724'-1" RPV Pedestal l E10 324.5' 724'-1" RPV Pedestal Ell 331.50 724'-1" RPV Pedestal E12 339 724'-1" RPV Pedestal !
E13 Vertical wire inside equipment hatch i E14 Horizontal wire inside equipment hatch
- 3. VERTICAL GAGES GAGE NO. AZIMUTH TOP ELEV. BOTTOM ELEV.
V1 3 00 700'-3" 648'-0" V2 47.5 700'-3" 648'-0" V3 1500 700'-3" 648'-0" V4 161.5 700'-3" 648'-0" v5 2700 700'-3" 648'-0" V6 281.50 700'-3" 648'-0" V7 300 700'-3" 648'-0" V8 47.50 700'-3" 648'-0" V9 1500 700'-3" 648'-0" V10 161.50 700'-3" 648'-0" V11 2700 700'-3" 648'-0" V12 281.50 700'-3" 648'-0" V13 300 700'-3" 648'-0" V14 47.50 700'-3" 648'-0" V15 1500 700'-3" . 648'-G" V16 161.50 . 700'-3" 648'-O' '
V17 270 700'-3" 648'-0" V18 281.5* 700'-3" 648'-0" V19 300 789'-9" 704'-0" V20 46.50 789'-9" 704'-0" V21 1500 789'-9" . 704'-0" V22 160.50 789'-9" 704'-0" V23 2700 789'-9" 704'-0" V24 281.50 789'-9" 704'-0" "
Note For location of gages, see also Dwg. C-386.
S
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Specification 8856-C-44 Revision 2.
TABLE 3 SHEET 1 OF 1
, CONCRETE CRACK MAPPING AREAS CENTER-LINE CENTER-LINE AREA NO. AZIMUTH ELEVATION REMARKS 1 211 -35' 650'-6" 7' x 7' 2 215' 676'-6"- 7'x7' 3 204'-40' 702'-0" 7'x7' 4 215' 741'-6" 7'x7' 5 207 -35' 782'-6" 7'x7' 6 315' 724'-1" At Equipment Hatch Note: For~ location of areas, see also Dwg. C-387. .
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r Spacification 8856-C-44 !
..w- R2 Vision 1 l
TABLE 4 SHEET 1 of 4 STRAIN PREDICTIONS (10-6 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 0 316 631 215 307 473 0 Base of CM-013 0 316 631 215 307 473 0 Suppression RG-141 0 -7 -14 -22 3 -16 1 Chamber CM-001 0 -7 -14 -22 3 -16 1 Wall RG-081 0 89 178 82 82 140 0 RG-063 0 88 176 79 79 138 0 RG-078 0 40.5 81 28.5 41 61 0.5 RG-125 0 27 54 -7 44 30 1 Midheight CM-019' 0 27 54 -7 44 30 1 Of RG-117 0 244 488 170 223 362 -2 Suppression CM-014 0 244 488 170 223 362 -2 Chamber RG-133 0 439 877 377 407 680 1 Wall CM-017 0 439 877 377 407 680 1 RG-074 0 393 785 338 364 608 1 CM-006 0 393 785 338 364 608 1 RG-134 0 318.5 636.5 254 293.5 485 .5 RG-111 0 232 465 248 268 376 14 Diaphragm Slab At RG-110 'O 237 474 238 343 380 7 Columns RG-139 0 181 361 192 235 293 9 I
. I RG-103 0 209 417, 209 296 334 9 i
Spacification 8856-C-44
- -- ,e Revision 1 TABLE 4 SEEET 2 of 4 STRAIN PREDICTIONS (10 -6 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-095 0 173 346 181 276 279 10 Diaphragm
- Slab At RG-128 0 242 484 245 147 408 12 RPV RG-098 Pedestal 0 170 339 180 276 276 7 RG-089 0 159 317 164 181 256 9 RG-130 0 281 561 201 512 428 -5 Base of Drywell CM-008 0 281 561 201 512 428 -5 Wall d
RG-073 0 -14 -28 -20 -12 -24 6 CM-010 0 -14 -28 -20 -12 -24 6 RG-066 0 198 397 . 207 284 322 10 -
RG-031 0 184 368 191 282 299 9
'RG-056 0 85 170 85.5 135 137.5 7.5 RG-068 0 6 13 7 13 10 1 Midheight
. Of CM-015 0 6 13 7 13 10 1 Drywell Wall RG-090 0 21 43 20 43 33 0 CM-021 0 21 43 20 43 33 0 RG-088 0 383 766 343 775 597 -1 CH-027 0 383 766 343 775 597 -1 RG-075 0 322 644 289 651 503 -1 CM-002 0 322 644 289 651 503 -l RG-119 0 172 344 .154 347 268 -1 e.- ,- -. -. ---,,e..-- , - - - -,-.e. - - - - - , ---,-------------n--,y y
s Spacification 8856-C-44
,, _ , ,,y Ravision 2 TABLE 4 i *
. SHEET 3 of 4 STRAIN' PREDICTIONS (10-6 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-112 0 644 1287 - - - -
Below RG-096 0 530 1061 - - - -
Equipment 4
RG-093 0 80 159 - - - -
Hatch RG-136 0 406 812 - - - -
RG-109 0 55 111 - - - -
RG-046 0 347 694 - - - -
RG-061 0 120 241 - - - -
Beside RG-ll3 Equipment 0 467 933 - - - -
Hatch, KG-052 Azimuth 0 120 241 - - - -
3250 to RG-050 3300 0 36 72 - - - -
RG-058 0 420. 841 - - - -
! RG-060 0 33 66 - - - -
! RG-053 0 120 241 - - -
Beside RG-067- Equipment 0 467 933 - - - -
Hatch, j
i RG-099 0 120 Azimuth 241 - - - -
300 to 4
RG-055 305 0 0 36 72 - - - -
RG-059 0 420 841 - - - -
RG-049 0 33 66 - - - -
J 1
1
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..-,w- Spacification 8856-C-44 Revision 2
\
- TABLE 4-SREET 4 of 4 STRAIN PREDICTIONS (10-6 in./in.)
For strain gage locations, see Table 1 Pressure (psig) ,
(Drywell/ Suppression Chamber) i Gage .
No. 0/0 30/30 61/61 28.2/28.2 61/28.2 48/48 0/0 Location
- 1. .-
] RG-076 0 778 1556 - - - -
RG-070 Above 0 673 1346 - - - -
Equipment i
RG-101 Hatch 0 109 218 - - - -
RG-062 0 603 1206 - - - -
RG-07 2 0 54 109 - - - -
RG-051 0 500 1001 - - -
e f
9 0
I (P-37b) ,
Sp3cification 8856-C-44
,,___.y R2Vicion 2 TABLE 5 .
t 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 28.2/28.2 61/28.2 48/48 0/0
- R1-R6 0 .15 .29 .13 .14 .23 0 R7-R12 0 .23 .46 .21 .22 .36 0 R13-R18 0 .08 .16 .08 .10 .13 0 l R19-R24 0 .14 .29 .13 .29 .23 0 R25-R3 0 0 .07 .13 .06 .13 .10 0 V1-V6 .03 0 .05 .01 .03 .04 0 V7-V12 0 .01 .02 .01 .10 .02 0 V13-v18 0 .01 .02 .01 .07 .02 0 V19-V24 0 .16 .32 .09 .32 .23 0
' ~
El 0 .05 .11 - - - -
E2 0 .10 .19 - - - -
l E3 0 .15 .29 - - - -
E4 0 .19 .38 - - - -
E5 0 .18 .37 - - - -
E6 0 .18 .36 - - - - '
E7&E12 0 .18 .37 - - - -
l E8&E11 0 .18 .37 - - - - -
E9&E10 0 .18 .37 - - - -
. E13 0 .05 .11 - - - -
E14 0 .10 .19 ,
.. .-. - - ... _, - . . . ~ . . . . _ - -
s .
Spacification 8856-C-44
... Revision 2 ,
, ATTACHMENT 1
. SHEET 1 0F 5
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4 .
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1 1 .
- 4 i
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4 6 ['.Q' g l'.Qs .Gg,D .
TYP -
.. SKETCH OF OBSERVED CEACKS
, SCALE: 32 I'.0" ,
! LEGEND CONCESTE CEACK.
' MAPPING ISTAGE NO.) ,.
/
(CEACK LU!GTN)
EEA tJS iCRAtv en?ui Attachment e s .- -
1, 5 ection s 4 $
I i
- . - - r. , - . -.,n.n --., ,-,,----n-,,--,,.r.c--.-.
.-,-.,,.,_,_-m_,.,,,,,,-,,.,,,....n.- . . , - , ,,,.,,.,,.,,.-n-,,,-v.c--..,--
Spscification 8856-C-44 .
Rovicion 1 ..
, ATTACHMENT 1 .
SHEET P. OF 5 -
i CONCRETE CRACK MAPPING -
AREA NO.
Pressure Temp.
(psig) ('F) i' Dry- Supp.
4 Stage Date Time Well Cham. Out In* Comments
. 1 O O 7
'30 -
30 -
14 . ,
6 'l 6/. .
1 30 GI 28.2 44 *O O
- Average ,for Drywell and Stippression Chamber .
A+tachment 1, SecHon 1 ,
4 .
Sheet 2 of 2 i l i
i 1
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. . - - , - - . . _ . _ . . - - - . . _ , . - - ,._,,n,, . . . - - - _ - . . . - - . . . - . . - . - . - - . - - - . . - , - - . - ~ , , - - , - -
. . . - - - . , ,.--n.. ~ . ,,,...
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. Sp0cification 8856-C-44 r
', 4 Revicicn 1 ATTACHMENT ,1
- l SHEET 3 .OF 5 l (
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. EQUIPMENT - . -
. HATCH
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- 4.-
EL. 7 24'-l"
. .-- 4 i
If -
4 SKETCW OF OBSERVED CEACKS j .
SCALE: I g'. I '. Q ' . . ,,
i LEGEND ,
CONCEETE CEACK i (s7435 no,) . M4PPitJG i
.(cel.cK t.suoTw)
AEEA N9 6 l
('"#C" "'D'") . Attachment 1, sect /en 2 Sheet 1 of 3 ,
~ *
. Specification 8856-C-44 c t. . R ,vicion 2. *
... -ATTACHMENT 1 SHEET 4 OF 5 l.
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EL. 7 2 4 '-l'
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. EQUIPMENT
. MATCH ,
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SKETCH OF OBSEEVED CE.ACKS
_ . scats . 3g. - '-o a .
LEGEND CONCRETE CEACK
-(sTEas wo.) ,
MAPPING
[CEACK l.EllGTH)
APEA N2 6 *
(cw.cK wt0 ru) A+ tach men t 1, SecWon 2 Shant 7 nr 4
Spacification 8856-C-44
. Rsvision i
. . _. ;.s.
- l
( ATTACHMENT 1 .'
SHEET 5 OF 5 CONCRETE CRACK MAPPING AREA NO.
l l
Pressure Temp. .
- (psig) (. *F )
Dry- Supp.
Stage Date Time Well Cham. Out In* Comments 1 O O 7 SO S O' 14 . 61 6/ -
i j ,_ 30 61 28,2 ,
44 0 .O 4
- Average for Dryw. ell and Suppression C$ amber
. 1 Attachment 1, SecWon 2 .
\
1 sb.ee.t 3 of 3 l
l i
4 i -
_ . ~ _ _ . - - . _ . _ _ -
Specification 8856-C-44
, , , . _ . , Revision 2 k
ATTACHMENT 2'. .
Sheet 1 of 1 ACCEPTANCE CRITERIA
- 1. Displacement Measur,ements 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. Wall - 1500 x 10 in./in.
-6 -
- b. Equipment hatch - 2000 x 10 in./in.
m
- 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. -
'i r
- e 4
i
=
_ _ _ _ _ _ . _ _ . _ _ _ _ _ _ - - _ _ _ - - _ . _ _ . _ - _ _ _ _ . _ __-__-____.______m- _ _ _ _ - . _ _ _ _ _ . . _ _ _ _ . _ _ _ . . - _ _ _ _ _ _ _ _ ___m..-___-_ _ _ _ _ . _ _ _ _ _ . . - _ _ _ . _ _ _ . - _ . -- _
. Specification 8856-C-44 Revision 2
\
ATTACHMENT 3 SHEET 1 OF 3 STRAIN GAGE READINGS & PREDICTIONS GAGE NO.
Pressure Temp. Maximum (psig) (OF) Measured Predicted Dry- Supp. Str Stage Date Time Well Cham. OutlIn* (10-gtrain in./in.) (10-gin in./in.)
l 1 0 0 2 5 ,5 i
3 10 10 4 15 15 5 20 20 6 25 25 7 30 30 8 35 35 9 40 40 l 10 45 45 i 11 50 , 50 l
12 55 -55 l 13 60 60 -
3 l
14 61 61 15 60 60 16 55 55 l
17 50 50 18 45 45 0 Average For Drywell and Suppression Chamcer
- 4.
- l l
Specification 8856-C-44 I Revision 2
- t, , ATTACHMENT 3 i
1 1
SHEET 2 OF 3 1 -
\
l l
{ GAGE NO.
3 1 ;
Pressure Temp. Maximum !
(psig) (OF) Measured Predicted Dry- Supp. Strain (10gtrain j
Stage Date Time Well Cham. Out In* in./in.) (10-6 in./in.) '
f ,
19 40 40 !
1 i 20 35 35
)
1 ! 21 30 30 ,
) l 22 28.2 28.2 . l 23 30 a *
! 24 35 25 40 .
26 45 i 27 50 I 28 55 i
I 29 60 V l
1 30 61 28.2 31 60 30 t
32 55 37 i
33 50 45 i
} 34 48 48 8
35 45 45 i l
j
- Average For Drywell and Suppression Chamber i
l 1
4
,n+- - , ~ . - ~ , , - - - ~ , - - - , , anna,---,. ,w,,,--
-. - , - , - - - . n,--- , - ,,,,,,-w---,-,ww,,,-mmm-, ww-,vn., ,- .,,,,,,,,---c,,-w,-,,-,-
I Spacification 8856-C-44 i
R3 vision 2 ATTACHMENT 3
(.
SHEET 3 OF 3 GAGE NO.
j .
Pressure Temp. Maximum
- (psig) (oF) Maasured Predicted
- ' Dry- Supp. Strain Strain Stage Date Time Well Cham. Out In* (10-6 in./in.) (10-6 in./in.)
- 36 40 40 l i
37 35 35 I 38 30 30 !
s 39 25 25 40 20 20 !
- l j 41 15 15 -
{ 42 10 10 -
43 G 5 44 . 0 0 Average For Drywell and Suppression Chamber i
l
(
e t
, Spacification 8856-C-44 >
, Revision 2.
ATTACHMENT 4, -
l SHEET 1 OF 3 i
EXTENSOMETER READINGS & PREDICTIONS GAGE NO.
3 Pressure Temp. Maximum j (psig) .(OF) Measured Predicted Dry- supp. Deflection Deflection Stage Date Time Well Cham. Out In* (Inches) (Inches) 1 0' 0 ---
i 2 5 5 - ;
! 3 . 10 10 -
4 4 15 15 __
5 20 20 l
6 25 25 .
! 7 . 30 30 . . _
4 -
8 35 35 -
9 40 40 1
10 45 45 .
11 50 50 .
' 12 l 55 55 . . . . . _
! 13 60 60 14 ' 61 61 15 60 60 .
A j 16 55 55 17 50 50 *
- Average For Drywell and Suppression Chamoer 1- ,
- )
i 1 .
j '
1
__.._-._-_,~_r-____.-_,, .,,_-,,_,-,__.,._-.,._---,.m.._,_ --.l..,_,. . . . . . ,v__.,_,___._.,__._,--. .y.,.
9e V
- Spacification 8856-C-44 Revision 2 ATTACHMENT 4 SHEET 2 OF 3 GAGE NO.
Pressure T mp. Maximum (psig) ( F) Measured Predicted Dry- supp. Deflection Deflection Stage Date Time Well Cham. Out In* (Inches) (Inches) 18 45 45 19 40 40 ~.
20 35 35
~~~
21 30 30 22 28.2 28.2 23 , 30 a
~~ ~
24 35
' ~~
- 25 40 26 45 27
~
50 28 55 29 '60 V ~
30 61 28.2
~~
31 60 30
~~
32 55 37 33 50 45 34 48 48
,
- Average For Drywell and Suppression Chambe r A