ML19322C129

Structural Integrity Test Rept of Reactor Containment Bldg. Prepared for Util

ML19322C129
Person / Time
Site:	Oconee
Issue date:	08/05/1974
From:	BECHTEL GROUP, INC.
To:
References
NUDOCS 8001090547
Download: ML19322C129 (68)

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OCONEE NUCLEAR STATION UNIT 3 4

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REACTOR BUILDING STRUCTURAL

INTEGRITY' TEST REPORT - 1 i

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Prepared by:

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l TABLE OF CONTENTS Page No.

1. INTRODUCTION 1-1

2. SUMM ARY AND CONCLUSIONS 2-1

3. REACTOR BUILDING AND PRESSURIZATION 3-1

4. TEST PLAN AND PROCEDURES 4-1

5. TEST RESULTS 5-1 5.1 Reactor Building Deformation 5-1

5. 2 Concrete Cracking 5-2

5. 3 Vertical Tendon Anchorage Deformation 5-3

6. REFERENCES 6-1 APPENDIX

> 1. Deformation M easurements During Containment Pressure Test of the Oconee Nuclear Station ,

Unit No. 3

2. Reactor Building Structural Integrity Test (TP/ 3/A/150/2)

3. Concrete Crack Surveillance Test (TP/3/B/150/12)

-i-

o A TABLE OF FIGURES FIGURE 3 Reactor Building 3-2 Structural Integrity and Integrated Leak Rate Test Pressure Cycle 4-1 Taut Wire Extensometer Locations 4-2 Taut Wire Extensometer Locations 4-3 Concrete Crack Mapping Areas 5-1 Wall and Buttress Radial Displacements and Dome Vertical Displacements at 68PSIG - Unit 3 5-2 Wall and Buttress Radial Displacements and Dome Vertical Displacements at 68PSIG - Unit 2 5-3 Wall and Buttress Radial Displacements and Dome Vertical Displacements at 68PSIG - Unit 1 5-4 Equipment Hatch Deformations at 68 PSIG Unit 3.

5-5 Equipment Hatch Deformations at 68 PSIG Unit 2.

5-6 Equipment Hatch Defo rmations at 68 PSIG Unit 1.

5-7 Typical Dome Dis placements vs. Time.

5-8 Typical Buttress Displacement vs. Time 5-9 Typical Walt Dis placement vs. Time 5-10 Typical Equipment Hatch Displacement vs. Time 5-11 Conc rete C rack Pattern Location No. 1 5-12 Concrete Crack Pattern Location No. 2 5-13 Concrete C rack Pattern Location No. 3 5-14 Concrete Crack Pattern Location No. 4 5-15 Concrete C rack Pattern Location No. 5

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fl 9 FIGURE 5-16 Concrete Crack Pattern Location No. 6 5-17 Concrete Crack Pattern Location No. 7 5-18 Concrete Crack Pattern Location No. 8 5-19 Concrete Crack Pattern Location No. 9

, 5-20 Concrete Crack Pattern Location No. 10 5-21 Concrete Crack Pattern Location No. 11 5-22 Concrete Crack Pattern Location No. 12 5-23 Concrete Crack Pattern Location No. 13 5-24 Vertical Tendon 23V24 Anchorage Dis placement 5-25 Vertical Tendon 56V30 Anchorage Displacement t

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1. INTRODUCTION The Structural Integrity Test for the Unit 3 Reactor Building was conducted in conjunction with the initial Integrated Leak Rate Test during the time period starting on Wednesday, May 1, and ending on Tuesday, May 7,1974.

The primary purpose for the Structural Integrity Test is to verify the design and the structural integrity of the Reactor Building by imposing an internal pressure of 115 percent design pressure (proof pressure) for a period of not less than one hour.

In order to accomplish the intended test purpose, specialized measuring devices were employed on and in the Reactor Building to provide the data needed to evaluate the structural response of the Reactor Building during the stages of pressurization, proof pressure and depressurization. The test was conducted in accordance with a written procedure which itemized the prerequisite condi-tions in addition to providing instructions for acquiring test data.

The monitoring instrumentation and equipment were checked prior to the test to assure the quality of the data.

1-1

, 2.

SUMMARY

AND CONCLUSIONS '

The Structural Integrity Test comprised the measurement of the structural behavior of the Unit 3 Reactor Building during the proof pressure test.

Test measurements included gross building deformations, concrete crack growth, and deformation at two vertical tendon anchorages. Measurement point:

were located along typical sections of the building, at thickened sections and at discontinuities. Test measurements were recorded at specified stages during the building pressurization cycle.

The Reactor Building successfully withstood the proof pressure of 115 percent design pressure.

' Gross building deformations increased linearly with pressure and, with few exceptions, were close to predicted values at peak pressure.

Concrete cracks were observed in eleven of thirteen surveillance areas. The measured crack widths did not exceed 0. 02 inches and crack widthgrowth under pressure was . 005 inches or less. Most of the cracks existed before the the test was begun and changed insignificant 1y during the test. The magnitude of concrete cracks observed during the test is considered to be within reasonable expectations and does not affect the structural integrity of the Reactor Building.

Two vertical tendon anchorages were observed (56V30 and 23V24). The maximurr deformation recorded for these two anchorages during the Structural Integrity -

Test was less than 0.1 inch. Based on the variation oi' readings of reference tendons and considering the expected accuracy of the measuring method this ,

deformation was not considered to be excessive and does not indicate an impairment of the structural integrity of the Reactor Builo'ing in this area.

2-1

. t 1

The results of the Structural Integrity Test provide direct experimental evidence that the Reactor Building can contain the design internal pressure with a sufficient margin of safety and that the gross response to pressure is predictable.

Further, the test measurements indicate that structural behavior near 4

discontinuities is rqasonable.

The results of the Structural Integrity Test for Oconee Nuclear Station Unit 3 The measure-were compared to those for Unit I and Unit 2 (Reference 3 and 4).

ments and observations recorded during the Oconee Unit 3 test and the favorable comparison with the Oconee Unit I and Unit 2 test results provide evidence that the Reactor Building is a conservatively designed structure capable of fulfilling its intended function with a sufficient margin of safety.

l 1

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. 3. REACTOR BUILDING AND PRESSURIZATION The Reactor Building is a reinforced and post-tensioned concrete structure designed to contain any accidental release of radioactivity from the reactor coolant system as defined in the Final Safety Analysis Report (Reference 1).

i The structure consists of a post-tensioned reinforced concrete cylinder and dome connected to and supported by a massive reinforced concrete foundation slab as shown in Figure 3-1. The entire interior surface of the structure is lined w'th a ' 4 inch thick welded AS TM A36 steel plate to assure a high degree of leak tightness. Numerous mechanical and electrical systems pene-trate the Reactor Building wall through welded steel penetrations.

Principal dimensions are as follows:

Inside diameter 116 ft.

Inside Height (Including Dome) 208-1/ 2 ft.

Vertical Wall Thickness 3-3/4 ft.

Dome Thickness 3-1/4 ft.

Foundation Slab Thickness 8-1/2 ft.

Liner Plate Thickness 1/4 inch Internal Free Volume 1, 910,000 Cu. ft.

The Reactor Building was pressurized pneumatically to verify the required structural integrity and leak tightness. The pressure cycle is shown in Figure 3-2. The proof pressure of 67. 8 psig, equal to 1.15 times design _

pressure (Reference 1), was specified to assure that the Reactor Building has sufficient reserve strength. Proof Pressure was held for a period of

approximately 2-1/2 hours0.0833 days <br />0.0119 weeks <br />0.00274 months <br /> to record structural data. Leak rate was measured during the hold periods at 20. 5 and 59 psig.

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4. TEST PLAN AND PROCEDURES Test measurements were made at points on the Reactor Bu. ling which repre-sented both the regular areas and the regions of discontinuity to provide data on structural behavior during the pressure test. The measured parameters consisted of gross structural deformations and concrete crack growth. In addition to these measurements, two vertical tendon bearing plates (56V30 and 23V24) were observed. T hese were observed. since during the stressing operations, upper bearing plate displacements were detected at these locations.

Gross structural deformations were measured by taut wire extensometers which spanned opposite points at the same elevations on the cylinder and between other measurement points and fixed points within the building. The extensometers were located to measure radial displacements along a typical wall section, a buttress section and around the equipment hatch and vertical displacements along a typical wall section and over the dome. The layout of the extensometer system is shown in Figure s 4-1 and 4-2. Descriptions of'extensometers and principles of operation are included in Appendix 1. The deformation measuring devices were wired to indicating and recording equipment located adiacent to the Reacwe Building. This equipment included an automatic scanning system to record deformation data.

Concrete crack patterns were mapped in the areas shown in Figure 4-3 The lengths and widths (measured with an optical comparator) of all visible cracks within the areas were recorded at specified pressure levels.

The bearing plate deformation measurements were made by using a surveyor's level and a graduated rule. The readings were taken at pressures of 30. 67. 8, 30 and 0 psig at the four corners of the bearine plates at the two 1ccations in question, as well as adjacent, reference bearing plates.

4-1

The structural integrity test and concrete crack surveillance were conducted in accordance with the procedures listed in Appendices 2 and 3.

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5. TEST RESULTS The intent of the basic design criteria, as stated in the FSAR, is to provide a Reactor Building of unquestionable integrity that will meet the postulated design conditions with a low-strain predictable elastic response.

The results of the Structural Integrity Test provide direct experimental evidence that the Reactor Building can contain the design internal pres-sure with an c.mple margin of safety. Further, the test data confirms the validity of the analytical methods employed to determine the structural effects of loading combinations and to predict the resulting deformations.

These conclusions were derived from an evaluated comparison of the predicted to the measured structural response for the Oconee Un ts 1, 2, and 3 Reactor Buildings.

5.1 Reactor Buildine Deformation A taut wire extensometer system was used in the Unit 3 Reactor Building.

This invar wire system which was also used in the Units 1 and 2 Reactor Buildings and is described in Appendix 1, provided the gross deformation measurements.

Figures 5-1 through 5-o illustrate the predicted and measured proof pressure deformation for the Oconee Unit 3 Unit 2, and Unit 1 Reactor Buildings. A comparison of the Unit 3, Unit 2, and Unit I data shows that -

all Reactor Buildings respond to pressure in a very similar fashion, with reasonable agreement between predicted and measured deformations in both cases. The differences in measurements at corresponding points on the three 5-1

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structures are of an order of magnitude which can be expected on the basis of cylinder roundup and measurement error. On the dome,. for 4 which roundup is not a significant consideration, measured values for the three structures are in very close agreement. .

! Extensometer No. 21, located at a point on the wall which is adjacent to the auxiliary building roof, indicated an outward movement of less than . 01 inches at 115% design pressure. Similarly located extensometers in the Unit I and Unit 2 Reactor Buildings indicated essentially the same behavior.

The time histories of deformations measured at typicallocations are a

illustrated in Figures 5-7 through 5-10. A comparison of deformation and pressure shows that the Reactor Building responds approximately linearly to the imposed load. Deviations from linearity are accounted 4 for by both thermally induced deformation of the structure and hyster-esis in the extensometers. The hysteresis error, which is described in Appendix 1, is evidenced by the failure of measured deformation to track pressure during the blowdown from 67. 8 to 59 psig.

5. 2 Concrete Cracking The patterns of surface concrete cracks recorded during the test are illustrated in Figures 5-11 thru 5-23. No surface cracking was observed at locations 5 and 10 (Figure 4-3). The concrete is coated with 5-2

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1 a resilient sealant at location 5, and this coating does not transmit the small surface cracks which were observed at other locations. The concrete at location 10 is uncoated.

a C rack widths recorded during the test did not exceed 0.020 inches and crack width growth under pressure was .005 inches or less. The cracks were generally oriented in the meridional and circumferential directions. Most of the cracks mapped during the pressure cycle were extensions of those present prior to the start of pressurization, which indicates that the cracking f initiated from surface temperature and/or shrinkage stresses. The crack patterns mapped on the Unit 3, and Unit 2, and Unit 1 Reactor Buildings are generally similar.

5. 3 Vertical Tendon Anchorage D_eformation i ,

The recorded deformations at the corners of the two bearing plates l

in question (23V24 and 56V30), and adjacent, reference bearing plates are shown in Figures 5-24 and 5-25. These measurements were obtained because settlements were detected at these two locations during the stressing operation and it was felt that these observations would contribute to the verification of the integrity of the Reactor Building in this area. These measurements were made with a surveyor's level and a graduated rule.

i The maximum deformation recorded for these two anchorages was less than 0.1 inch. Based on the variation of the readings on the reference anchorages, and considering the accuracy possible with the optical measuring

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system used, this measurement is not considered to be excessive and does not indicate an impairment of the structural integrity of the Reactor Building in this area.

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5/1/74 5/2/74 5/3/74 5/4/74 5/5/74 5/6/74 5/7/74 FIGURE 5-8 TYPICAL BUTTRESS DISPLACEMENT VS. TIME l

^ ^

.10 - 22 NO. 22 (EL. 900'-0" @ 00/1800)3 \

h3

=

2 w

3 .05  ?

^^

^

-- ^^i 8 / /4 k a -

/ J h

' f I I \

C

~-*-

P NO. 25

]

/~ * (E L. 943'-0" @ 00/1800)

^ ^ ^

0 l

90 9

g 60 ui 5

0 30

/

E 3 0

5/1/74 5/2/74 5/3/74 5/4/74 5/5/74 , 5/6/74 5/7/74 FIGURE S-9 TYPICAL WALL DISPLACEMENT VS. TIME ,

l l

1

.10 NO. 7 ~K'% -4

, (EL. 830' 6" @ 25'-0" ABOVE HATCH) 3

• I l -

f- -

.05 2 j d

6 o /J

$ ._ _ 11 g n / -e a 4 a /

5 o 0 .J . .

\. -

NO. 4 (EL. 805' 6" @ 17*-0" RIGHT OF q HATCH AS VIEWED FROM INSIDE)

- 05

)

\

J 90 5:!

60

[k p

N  !

a 0

30

/  %

E 0 5/7/74 5/1/74 5/2/74 5/3/74 5/4/74 5/5/74 5/6/74 FIGURE 5 10 l TYPICAL EQUIPMENT HATCH DISPLACEMENT VS. TIME

l l

6'6" l i . 4 2 .003 4 .002 I

5 .003

(

I 7 .002 6'6" i

L SKETCH OF OBSERVED CRACKS f STAGE NO.

SCALE: %" = 2'-0" CRACK WIDTH (INCHES)

AZIMUTH 3000 ELEVATION 775' STAGE AIR TEMP. 0 F R.B. REC.

NO. DATE TIME PSL BY REMARKS EXT. INT.

? 4/30 # 4 1015 72 72 0 DR 2 5/294 1407 76 73 30 DR 3 5/404 0737 67 78 50 RJ 4 5/594 0007 60 82 67.9 JM 5 5/5#4 1835 70 83 60.5 RJ 6 5/6n4 2111 67 81 30 RJ 7 5/804 1120 71 78 0 RJ FIGUR 5-11 C^NCRETE CRACK PATTERN l

LOCATION NO. _

6'6" h.003 l

004

/

'003 6'-6" N

N

( .003 h.004 h.003 h.002 SKETCH OF OBSERVED CRACKS STAGE NO.

SCALE: %" = 2' 0" CRACK WIDTH (INCHES)

AZIMUTH 600 ELEVATION 862' 6" STAGE AIR TEMP. 0 F R.B. REC.

NO. DATE TIME PSI .BY REMARKS EXT.' INT.

1 5/1n4 0925 72 72 0 DR NO CRACKS OBSERVED 2 5/2/74 1M6 75 73 30 DR NO CRACKS OBSERVED 3 5/4/74 0715 66 78 50 JM 4 5/4/74 2340 60 82 67.9 RJ 5 5/5#4 1154 71 81 60.5 F.J 6 5/6/74 2045 69 81 30 RJ 7 5/8/74 1032 70 78 0 RJ FIGURE 5-12 CONCRETE CRACK PATTERN LOCATION NO. 2 i

l

. . i l

1 l

i i

6'-6"

=- _ __

-s

\

6'-6" h .003 3 .004 5 .005 6 .003 f 7 .004 SKETCH OF OBSERVED CR ACKS f STAGE NO.

SCALE: %" = 2' 0" , CRACK WIDTH (INCHES)

AZlMUTH 600 ELEVATION 943'-6" STAGE AIR TEMP.0 F R.B. R EC.

• N O. DATE TIME PSI BY REMARKS EXT. INT.

1 5/1/74 0915 71 72 0 DR 2 5/2/74 1348 75 73 30 DR 3 5/4/74 0717 60 78 50 JM 4 5/4/74 2345 60 82 67.9 RJ 5 5/5/74 1665 71 83 60.5 RJ 6 5/6/74 2045 67 81 30 RJ 7 5/8/74 1030 70 78 0 RJ FIGURE 5 13 CONCR 'E CRACK PATTERN LOCATION NO. 3 i

l

6*-6"

_ _- - r,s s

1 .007 6' 6" 2 .004 3 .005 4 .004 m ,- 5 .005

/

6 .004

.003 1 7 .005

.004 3

.005 5

.004 6 -

SKETCH OF OBSERVED CRACKS STAGE NO.

SCALE: h" = 2* 0" CRACK WIDTH (INCHES)

AZIMUTH 600 ELEVATION 955' STAGE AIR TEMP. 0 F R.S. REC.

NO. DATE TIME PSI BY REMARKS EXT. INT.

1 5/1/74 0922 72 72 0 DR 2 5/2nd 1349 75 73 30 DR 3 5/4n4 0720 67 78 50 JM 4 5/4/74 2347 60 82 67.9 RJ 5 5/5/74 1667 71 83 60.5 RJ 6 5/6/74 2045 69 81 30 RJ 7 5/8/74 1028 70 78 0 RJ FIGURE 5 14 l

CONCRETE CR ACK PATTERN LOCATION NO. 4 l

I

R.B. RADIAL LINE O

l (STAGE NO.) SCALE: %" = 1'-0" (CRACK WIDTH, IN.)

AZIMUTH 600 ELEVATION 970*-8" 8T^ E R REC.

uo, DATE TIME gy REMARKS E T.

1 4/3004 1520 76 72 0 DR NO CRACKS OBSERVED' l 2 5/2/74 1300 74 73 30 DR NO CRACKS OBSERVED 3 5/4/74 0700 66 78 50 RJ NO CRACKS OBSERVED 4 5/4/74 2310 60 82 67.9 JM NO CRACKS OBSERVED 5 5/504 1703 71 83 60.5 RJ NO CRACKS OBSERVED 6 5/6/74 2045 69 81 30 RJ NO CRACKS OBSERVED 7 5/8/74 0945 70 78 0 RJ NO CRACKS OBSERVED FIGURE 5-15 CONCRETE CRACK PATTERN 5

LOCATION NO.

t

1. %p Og Op OY 4 i

h N w h

.003 3

.004 4 e

.005 5

.004 6 g

/ TENDON 9.

(STAGE NO.)

(CRACK WIDTH, IN.) SCALE: %" = 1'-0" AZlMUTH 1560 ELEVATION 805'-6" ST^ DATE TIME PSIG REMARKS NO. ET INT BY 1 4/30n4 1100 71 72 0 DR NO CRACKS OBSERVED 2 5/2/74 1353 73 75 30 DR NO CRACKS OBSERVED 3 5/4/74 0725 67 78 50 JM 4 5/4/74 2356 60 82 67.9 DR 5 5/5/74 1831 70 83 60.5 RJ 6 5/6/74 2103 68 81 30 RJ 7 5/8/74 1116 71 78 0 RJ FIGURE 5 16 CONCRETE CRACK PATTERN LOCATION NO. 6 i

1 l

1 .005 1

6'6" j 2 .004

[ h.005 I/ h.006 6*-6" f 6 .005

( N l 1 .004

.004

.006h .005

.004@ .004

.003h SKETCH OF OBSERVED CRACKS STAGE NO.

f SCALE: %" = 2* 0" CRACK WIDTH (INCHES)

AZIMUTH 1670 ELEVATION 805' 6" STAGE AIR TEMP. 0 F R.B. REC.

"~

DATE TIME PSI BY REMARKS EXT. INT.

1 4/30#4 1102 71 72 0 DR 2 5/2n4 1353 75 73 30 DR 3 5/4n4 0727 67 78 50 JM 4 5/4#4 2354 60 82 67.9 DR 5 5/5U4 1830 70 83 60.5 RJ 6 5/604 2100 68 81 30 RJ

! 7 5/804 1115 71 78 0 RJ t

l FIGURE 5 17 CONCRETE CRACK PATTERN LOCATION NO. 7 1

l 6'6" 6' 6"

(

/

0M 1 1 .005 j

.003 2 l 3 .009

.004 4 g 4 .010 5 .006 I

6 .005 SKETCH OF OBSERVED CRACKS f ST/.GE NO.

SCALE: %" = 2'-0" CRACK WIDTH (INCHES)

AZIMUTH 1930 ELEVATION 805' 6" STAGE AIR TEMP. 0 F R.B. REC.

NO. DATE TIME PSI BY REMARKS EXT. INT.

1 4/30/74 1105 71 72 0 DR 2 5/2/74 1350 75 73 30 DR 3 5/4/74 0730 67 78 50 RJ 4 5/5/74 0002 80 82 67.9 JM l

5 5/5/74 1825 70 83 60.5 RJ ,

6 5/6/74 2107 68 81 30 RJ 7 5/8/74 1120 71 78 0 RJ FIGURE 5 18 CONCRETE CRACK PATTERN l

LOCATION NO. 8

g9' $A%

Y

• ^' W /

%?

Q ,

< 1

[

1 .010 4 .012 5 .010 i

[

TENDON

\

9.

AZIMUTH 2040 (STAGE NO.) ELEVATION 805'-6" (CRACK WIDTH) SCALE: %" = 1 '-0" STAGE AIR TEMP. 0F REC' NO. DATE TIME EXT. INT. PSIG BY REMARKS 1 4/30/74 1110 72 72 0 DR 2 5/2#4 1357 75 73 30 DR 3 5/404 0732 67 78 50 RJ 4 5/5n4 2004 60 82 67.9 JM 5 5/5/74 1825 70 83 60.5 RJ 6 5/6/74 2108 69 81 30 RJ 7 5/8/74 1121 71 78 0 RJ FIGURE 5 19 CONCRETE CRACK PATTERN LOCATION NO. 9

I 6*-6" 4' 8" SKETCH OF OBSERVED CRACKS STAGE NO.

SCALE: %" - 2'-0" CRACK WIDTH (INCHES)

AZIMUTH 1800 ELEVATION 822' STAGE AIR TEMP. 0 F R.B. REC.

N O. DATE TIME PSI BY REMARKS EXT. INT.

1 14/30n4 1115 72 72 0 DR NO CRACKS OBSERVED 2 v/204 1300 74 73 30 DR NO CRACKS OBSERVED 3 5/404 0720 67 78 50 RJ NO CRACKS OBSERVED 4 5/594 2354 60 82 67.9 JM NO CRACKS OBSERVED 5 5/504 1827 70 83 60.5 RJ NO CRACKS OBSERVED 6 5/6nd 2106 68 81 30 RJ NO CRACKS OBSERVED 7 5/804 1118 71 78 0 RJ NO CRACKS OBSERVED FIGURE 5 20 CONCRETE CRACK PATTERN LOCATION NO. 10

1 .020 1

4 .018 -

6'-6" )

.L 6'6" 1 .005 3 .010 4 .006 5 .008 6 .005 7 .008 SKETCH OF OBSERVED CRACKS f STAGE NO.

SCALE: %" = 2' 0" CRACK WIDTH (INCHES)

AZIMUTH 1800 ELEVATION 828' STAGE AIR TEMP. 0 F R.B. REC.

NO. DATE TIME PSI BY REMARKS EXT. INT.

1 4/30/74 1116 72 72 0 DR 2 5/2/74 1400 76 73 30 DR 3 5/4/74 0728 67 78 50 DR 4 5/4/74 2359 60 82 67.9 JM 5 5/5/74 1828 70 83 60.5 RJ 6 5/6/74 2104 68 81 30 RJ 7 5/8/74 1117 71 78 0 RJ FIGURE 5 21 CONCRETE CRACK PATTERN LOCATION NO. 11 i

A g@* 44%

i 4 Op r

)

/ 1 .002 3 .003 4 .002

' 6 .003 7 .005 TENDON N

9.

AZIMUTH 840 (STAGE NO.) ELEVATION 862' (CRACK WIDTH, IN.) SCALE: %" = 1' 0" STAGE AIR TEMP. OF REC' DATE TIME PSIG BY REMARKS NO. EXT, INT.

1 4/3004 1400 74 72 0 DR 2 5/2#4 1330 75 73 30 DR 3 5/404 0664 65 78 50 RJ 4 5/4D4 2222 60 82 67.9 RJ 5 5/594 1720 71 83 60.5 RJ 6 5/6n4 2011 67 i 81 30 RJ 7 5/804 1007 70 78 0 RJ FIGURE 5 - 22 l CONCRETE CRACK PATTERN  !

LOCATION NO. 12 l

l l

I

f

-RING GIRDER 1 .004 h.005 EXT. FACE OF BUTTRESS FACE R.B. SHELL SCALE: %" 1'-0" (STAGE NO.)

l AZIMUTH 840 (CRACK WIDTH, IN.)

ELEVATION 955' A I R B.

STAGE REC.

DATE TIME REMARKS 1 4/30/74 1510 76 72 0 DR 2 5/2/74 1307 75 73 30 DR 3 5/404 0640 66 78 50 JM 4 5/4/74 2245 60 82 67.9 RJ 5 5/5/74 1736 71 83 60.5 RJ 6 5/6/74 2428 67 81 30 RJ l 7 5/8/74 1025 70 78 0 RJ i FIGUPF.

5-23 CONCRETE CRACK PATTERN LOCATION NO. 13

~

2 5 6 9 10 1

23 V 24 23 V 26 23 V 22 3 8 7 12 4 11 ELEVATIONS, FEET LOC. 5/3/74 5/4/74 5/6/74 5/10/74 NO. 30 PSI 67.8 PSI 30 PSI O PSI 1 971.089 971.086 971.081 971.086 2 971.091 971.083 971.085 971.085 3 970.849 970.849 970.848 970.851 4 970.840 970.842 970.838 970.843 5 971.090 971.087 971.088 971.088 6 971.070 971.074 971.071 971.071 7 970.833 970.827 970.833 970.837 8 970.839 970.842 970.841 970.842 9 971.080 971.080 971.076 971.080 10 971.072 971.068 971.067 971.073 11 970.844 970.845 970.845 970.845 12 970.851 970.848 970.846 970.851 PGURE 5 - 24 VERTICAL TENDON 23 V 24 ANCHORAGE DISPLACEMENT l

N 5 6 9 2

10 1

56 V 30 56 V 32 56 V 28 3 8 7 12 11 4

ELEVATIONS, FEET LOC. 5/3/74 5/4/74 5/6/74 5/10/74[

30 PSI 67.8 PSI 30 PSI O PSI NO.

1 971.075 971.073 971.072 971.074 2 971.086 971.085 971.087 971.086 3 970.863 970.864 970.865 970.865 4 970.851 970.856 970.849 970.850 5 971.026 971.026 971.026 971.027 6 971.034 971.032 971.033 971.033 7 970.856 970.857 970.858 970.853 8 970.858 970.854 970.854 970.856 9 971.058 971.061 971.062 971.059 10 971.067 971.063 971.064 971.064 11 970.844 970.847 970.847 970.850 12 970.843 970.843 970.844 970.845 FIGURE 5 - 25 VERTICAL TENDON 56 V 30 ANCHORAGE DISPLACEMENT

6. REFERENCES ,

1. Final Safety Analysis Report, Oconee Nuclear Station Units 1, 2 and 3, Duke Power Company.

2. Integrated Leak Rate Test of the' Reactor Containment Building, Oconee Nuclear Station Unit No. 3, Duke Power Company.

3. Structural Integrity Test Report of the Reactor Containment Building, Oconee Nuclear Station Unit 1, October 29, 1971.

4. Structural Integrity Test Report of the Reactor Containment Building, Oconee Nuclear Station Unit 2, September 20, 1973.

'1 6-1

• O APPENDIX 1

DEFORMATION MEASUREMENTS DURING W CONTAINMENT PRESSURE TEST OF THE i

i OCONEE NUCI. EAR STATION t

, J a

n UNIT NO. 3 Y' FOR

• E 1 ~

$ DUKE POWER COMPANY e

r a

2 A

E 8

i a

Subctitted by WISS, JANNEY, ELSThER and ASSOCIATES, INC.

330 Pfingsten Road Northbrook, Illinois 60062 i

May 20, 1974 72145 v - - e r s c - . . . , , - -r' t, = -e

DEFORMATION MEASURESENTS DURING NV i CONTAINMENT PRESSURE TEST OF THE OCONEE NUCLEAR STATION J

$ UNIT NO. 3 9

I' FOR E

I s

t DUKE POWER COMPANY e -

r a May 20, 1974 2

A E Invar wire extensometers were used for measurement of displacements o

i a of the secondary containment structure during the air pressure test.

e The same type of instrumentation had been used previously on fourteen containment structures under conditions comparable to those of the Oconee Unit. The measuring instruments were located entirely inside the structure, and were connected to an external power supply and read-out equipment by wiring extending through penetrations in the cylinder wall. Each extensometer consisted of an invar wire spanning between selected points, with one end (the " dead" end) fixed in position and the " live" end attached to a spring-loaded frame incorporating a linear potentiometer, the entire system spanning the distance to be measured.

The springs used were the so-called " Negator" type that apply an essentially constant force independent of extension. The springs selected applied a force of approximately 15 lbs. each, and they were used in

The matched pairs with a back-to-back mounting to avoid eccentricity.

invar wire diameter was .088 in. and the corresponding stress in the wire TAT was about 5,000 psi.

i 3.

y The dead end of each wire was secured to a U-bolt fitted into a a

E small steel plate that was rigidly secured either by welding or by e

Y* concrete anchor bolts. The live end, containing the springs and instru-E s

mentation, was fitted with a swivel to allow directional adjustment, t

n e and was likewise secured by welding or other means. The swivel was

" tightened against movement af ter alignment, but the frame contained a E

jg rod-end bearing (in effect another swivel) to avoid eccentric force on Io the potentiometer. The wire was attached to the frame through a turn-a 1

buckle that was adjusted to position the potentiometer at the desired

~

$ zero setting.

The potentiometers were the infinite resolution type with a total travel of about 1.3 in. The turnbuckles on each frame were adjusted to provide for about 0.3 in. of shortening and the remainder of the range for elongation. Current was supplied to the potentiometers by a constant-voltage power supply delivering 1.34 volts through No.18 2/c cable. The output from the potentiometers was through a separate circuit of No. 22 3/c cable and this output was monitored by a Digitec data acquisition system, incorporating a digital display millivoltmeter and a printing millivolt recorder. In some of the previous installations, readings were taken on both resistance arms of the potentiometers, that is, from the wiper to each of the two ends. These readings invariably showed that the sum of the two voltages is constant within a few millivolts.

In other words, the reading of a single arm may be accepted as accurate NV

{s, within a few thousandths of an inch, so the single-arm procedure was y adopted in the present case.

a n

n 8 Each instrument was calibrated in the laboratory against a pair of y 0.001-in. dial gages, using an input voltage to the potentiometers of a

[ approximately 1.268 volts. Circuitry in the field installation per-I mitted continuous monitoring of the supply voltage, the initial voltage b at each potentiometer, and also a continuous record of the voltage at one A

j individual potentiometer locatior.. Calibration factors, corrected from 0

i those in the laboratory, were then developed. The data have been reduced a

t e on the basis of 0.001 in. per millivolt, which is within a few percent of the best-fit data established from the calibration records.

Each reading consisted of a print-out by the recording-millivoltmeter for each instrument, which required less than one minute. Readings were also compared manually with the digital display voltmeter, and these read-1 ings agreed with the print-outs within one or two millivolts.

Location of Instruments I i

l Instrument locations conformed in general with those indicated on l

l pertinent engineering drawings. Some minor deviations were necessary because of interference of piping or other equipment, The locations are noted in the text and in Tables I through V which record the measured displacements.

Of the 35 instruments installed, one number 26, has been classified as malfunctioning. Gage No. 21 (measuring radial displacement of the y cylinder wall at elev. 861'-0", azimuth 0*) showed a response less than i

s 0.01 in.; this gage may be questionable.

J The equipment hatch gages, No. I through No. 9, spanned from the a

y, cylinder wall to rigid interior members of the vessel. Invar wire lengths E

1 s

were 19'-5" to 36'-8". Some deviations from a true radial direction were t

@ necessary, but the angular corrections vere found to be negligible.

r a

@ Gages 10 through 13 (270* azimuth) and 18 through 21 (0* azimuth) if spanned from the buttress or cylinder walls to the interior concrete struc-o c ture, with wire lengths of 4 ft. to 11 ft. Gages 14 through 17 spanned a

j the full diameter between buttresses at azimuth 90*/270*. Similarly, s

Gages 22 through 25 spanned the full diameter between cylinder walls at azimuth 0*/180*. The uppermost gages in each case were approximately at .

the spring line. In all cases the measurements reported represent changes in radius rather than in the diameter.

Four vertical gage lines were installed as follows:

No. 26-Cylinder wall at Elev. 943 (spring line) to Elev.861.

No. 27-Cylinder wall at Elev. 943 to cylinder wall at Elev. 861.

No. 28-Cylinder wall at Elev. 860 to cylinder wall at Elev. 796'-6".

No. 29-Cylinder wall at Elev. 943 to cylinder wall at Elev. 796'-6" i

The data from Gage No. 29 was used to convert the dome displace-ments from the measured values to a reference at the spring line i

g elevation.

J a Dome displacements were measured at azimuth 270' at four locations, e

• y, using equally spaced increments from the apex (Gage No. 30) to 43'-6" E

I from the apex (Gage No. 33). The invar wires terminated at the eleva-s t

n tion of the shielding floor (Elev. 861'-6") at distances of 12'-6" r

a from the cylinder wall. The angular correction has been applied for a these wires, and the measurements have been converted to vertical A

s s displacements at the point of measurement on the dome. The totc1 e

[ vertical displacements were then reduced by the vertical movement shown by Gage No. 29 (Elev. 796'-6" to Elev. 943), so that the reported values are vertical displacements of the dome referenced to the spring line.

Two gage lines (Nos. 34 and 35) were installed on the shielding floor. Wire lengths were 30'-7" and 31'-6". The purpose was to investigate possible effects of pressure and temperature on the measuring instrumentation, as well as to provide an over-all check on the entire measuring and recording system so that corrections could be made, if necessary, to the data from the major installation. The maximum change recorded for those control gages during the entire test was 0.007 in.

Because of the small magnitude of these changes, the data have not been tabulated and have not been used as correction factor-s.

l

/^ Discussion of Instrumentation NV As nontioned earlier, the intent was to maintain the invar wires i

I, under a constant tension by the use of a flat-coil spring known as a a " Negator". Laboratory tests show that the Negator spring does indeed n

n g exert an essentially constant force regardless of amount of elongation.

E However, in previous installations, these springs showed hysteresis I

s g when the direction of movement changed from elongation to retraction, e

Several extensometers were tested under different load-displacement a

h arrangements, some cf which reproduced actual field measurements, with A

s a true time scale of seven days of continuous monitoring introduced in o

[

a one test. It was found that the ch'ange of load in changing from elonga-f tion to retraction, or the reverse, was 1.9 pounds. It was also noted that when elongation was resumed following retraction (or the reverse) the original force was again indicated. As noted previously, diameter of the invar was 0.088. Corresponding hysteresis correction for a force change of 1.9 lbs was 0.019 in. per 100 ft. of wire length.

This hysteresis, although of minor magnitude and subject to reasonable correction factors, has been a troublesome factor in previous installations.

In consequence, prior to the Oconee No. 2 tests, conducted in June, 1973, all potentiometer frames were remodeled to reduce hysteresis and to minimize friction effects. All frames were completely dismantled, and all of the Negator springs were individually calibrated and were then matched in pairs to provide uniform pull on each side of the potentiometer frame. The Negator springs were then pinned to the rear drum to avoid any coiling or uncoiling at that drum. The rollers that supported the front drum were removed and the previously used roller bearings 347 were replaced by stainless steel ball bearings located at both top and i

s, bottom of the drum. The guide rod holes in the front channel were

{n enlarged and teflon bushings were pressed into the guide holes. Along Q with this, the guide rods were cut off at the front channel, and cap Y.

E screws having a teflon sleeve were installed. Each extensometer frame I

s was then calibrated in a lathe bed against a pair of 0.001-in. dial gages, e

r a The input voltage for the field instruments was selected so that the S

"best fit" ratio was one-to-one between voltage change and displacement; A

f e

that is, 1 millivolt equals 0.001 inch. The laboratory calibrations a showed that hysteresis had been reduced very substantially, and individual e

a plots of the response of all field instruments indicated that this effect could be neglected without significant loss in accuracy. Consequently, the data recorded in Tables I through V do not include a hysteresis adj ustment.

Test Results The pressure test involved a single cycle of pressurization from 0 to 67.9 PSIG and down to O PSIG, with a hold period of about 31 hours1.292 days <br />0.185 weeks <br />0.0425 months <br /> duration at 30 PSIG on the upward cycle and 32 hours1.333 days <br />0.19 weeks <br />0.0438 months <br /> duration at 60 PSIG on the downward cycle.

Measured data are presented in the following tables:

NV i

s, Table I Equipment Hatch-Radial Displacements a Table II Buttress Cages-Radial Displacements n

g Table III Cylinder Wall Gages-Radial Displacements E Table IV Vertical Displacements I

s t Table V Dome Gages-Vertical Displacement with f respect to Elevation 943'-0" Respectfully submitted, A

s WISS, JANNEY, ELSTNER and ASSOCIATES, INC.

S c

i a

e s

R. Krause Assistant Eirector of Power Services Reg. Prof. Engr.

Illinois - No. 22449 J. A. Hanson Director of Materials Engineering Services Reg. Structural Engr.

Illinois - No. 3651 RK/JAH/iz

TABLE I (Continued)

EQUIPMENT llATCll GAGES - RADIAL DISPLACEMENT (INCIIES)

Gage No. 1 2 3 4 5 6 7 8 9-Elevation 805'-6" 805'-6" 805'-6" 805'-6" 805'-6" 805'-6" 830'-6" 822*-6" 815'-6" Location ** 13'-0"L 9'-0"L 2'-0"L 17'-0"R 9'-0"R 2'-0"R '25'-UP 17'-UP 10'-UP DATE TIME PSIG 5/7/74 0245 19.5 .02 .02 .01 .02 .02 .01 .02 .02 .02 0501 15 .01 ,01 .00 .01 .01 .01 .02 .02 .01 0736 10 .01 .00 .01 .01 .00 .00 .01 .01 .01 1600 0 .00 .01 .01 .00 .01 .01 .01 .01 .00 5/8/74 0800 0 .01 .01 .01 .01 .01 .01 .00 .00 .00

• End of hold period

• • L and R are lef t ana right distance from opening

+e-+e

TABLE II BUTTRESS GAGES - RADIAL DISPLACEMENT (INCHES) 15 16 17 11 12 13 14 Cage No. 10 899'-0" 920'-0" 942'-0" 800'-0" 819'-0" 839'-0" 860'-0" 879'-0" 270*/90*

Elevation 270* 270* 270*/90* 270*/90* 270*/90*

Azimuth 270* 270*

DATE TIME PSIC

.00 .00 .00 .00

.00 .00 .00 .00 .00 5/1/74 1340 0

.01 .00 .00 .00 10 .00 .01 .01 .00 .00

' 1934

.01 .01 .00 .00 2400 10 .00 .01

.01 .01 .00 .00

.00 .02 .01 .01 5/2/74 0246 15 .01 .01 .00 .01 00 .03 .03 .02 .02

• 0542 20 .04 .03 .02 .01 30.2 .01 .04 .05 .01 .02 1130 .04 .03 .02 30.2 .01 .04 .05 2330

.03 .02 .01 .02

.01 .04 .05 .04 5'/3/74 1530* 30.2 .03 .03 .02 .03

.01 .04 .05 .04 2120 35

.04 .04 .02 .03

.01 .05 .05 .04 5/4/74 0015 40 .04 .04 .03 .03

.01 .06 .06 .05 0329 45 .05 .04 .03 .04

.02- .06 .07 .06 .04 0608 50

.06 .06 .05 .03 55 .02 .07 .08 .05 .05 0905 .08 .07 .06 .06 1203 60 .03 .08 .05 .06

.08 .09 .08 .07 .08 1719 65 .03 .08 .05 .06

.09 .09 .08 .08 2159 67.9 .03

.08 .08 .08 .05 .06

.03 .09 .09 .06 5/5/74 0016* 67.9 .09 .08 .08 .08 .05 0309 60 .03 .09 .05 .06

.09 .09 .08 .08 .08 1800 60 .03

.07 .07 .08 .05 .06

.03 .08 .09 .06 5/6/74 1020* 60 .08 .06 .06 .07 .05 1222 54.3 .03 .07 .05 .06

.06 .07 .05 .06 .06 1337 50 .03 .06 .05 .05

.03 .06 .07 .05 .05 1508 45

.04 .05 .05 .05 .05 40 .02 .05 .06 .04 1648 .02 .04 .04 .04 30 .01 .04 .05 2120

TABLE II (Continued)

BUTTRESS GAGES - RADIAL DISPLACEMENT (INCHES)

Gage No. 10 11 12 13 14 15 16 17 Elevation 800'-0" 819'-0" 839'-0" 860'-0" 879'-0" 899'-0" 920'-0" 942'-0" Azimuth 270* 270* 270* 270* 270*/90* 270*/90* 270*/90* 270*/90*

DATE TIME PSIC 5/7/74 0245 19.5 .01 .02 .03 .01 .02 .02 .02 .03 0501 15 .00 .01 .02 .00 .02 .02 .02 .02 i 0736 10 .01 .01 .01 .01 .01 .00 .01 .01 1600 0 .02 .01 .01 .02 .01 .01 .00 .00 5/8/74 0800 0 .02 .01 .01 .02 .01 .01 .01 .01

• End of hold period

5 "00 8

- 2 4*'31/ 000 000 0011 0000 11 00 2233445 0000000 555 000 555443 000000 90 4

"00

- 8 2 1*'91 / 000 000 1133 0000 34 00 5567890 0000001 000 111 099876 100000 90 3

"00

- 8 2 0*'01 / 011 000 1233 0000 34 00 5667890 0000001 000 111 098876 100000 90

)

S E

H

• C N

"00 2 - 8 I

( 2 8*'01/ 000 000 1233 0000 34 00 4567890 0000001 000 111 998876 000000 T 80 N

E M

• E * "0 C 1 -

A 2' L 1 0 P 6 0 I

I S

I 8 'O I D E L L A "0

d. I 0 -

D A

R 2 '0 011 2244 44 5667899 988 876654 4* 000 0000 00 0000000 000 000000 80 S "

E 0 G 9 -

A 1' C 5 011 1244 45 6678900 000 998875 2* 000 0000 00 0000011 111 000000 R 80 .

E D

N _

I

- L "

Y 0 C 8 -

1' 9 011 1 233 44 4566778 877 665554 9* 000 0000 00 0000000 000 000000 70 r.

G 22 2 9 9 3 I

N S 000 5000 05 0505057 700 040500

.O P 11 1233 33 4455666 666 655443 OI h NTt Au * * *

• EV m E 040 6200 00 5985399 690 027880 GEi M 430 4433 32 1 200015 1 00 223042 AL z I 394 2513 51 0369271 038 02356L CEA T 112 0012 12 0000112 001 111112 4 4 4 4 4 4 7 7 7 7 7 7 E / / / / / /

T 1 2 3 4 5 6 A / / / / / /

D 5 5 5 5 5 5

.~ .-.

TABLE III (Continued)

CYLINDER CACES - RADIAL DISPLACEMENT (INCHES)

GAGE NO. 18 19 20 21** 22 23 24 25 ELEVATION 799'-0" 825'-0" 840'-0" 861'-0" 880'-0" 900'-0" 919'-0" 943'-0" Azimuth O' 0* 0* 0* 0*/180* 0*/180* 0*/180*' 0*/180*

DATE TIME PSIG 5/7/74 0245 19.5 .02 .04 .02 .04 .04 .04 .02 0501 15 .02 .03 .02 .03 .03 .03 .02 0736 10 .01 .02 .01 .02 .02 . 02 .01 1600 0 .00 .01 .00 .01 .01 .00 .00 5/8/74 0800 0 .00 .01 .00 .00 .00 00 .00

• E.d of hold period

• • Movement observed less than 0.01 inches

TABLE IV VERTICAL GAGES - DISPT ACEMENT (INCHES)

GAGE No. 26 27 28 29 ELEVATION TOP 943' 943' 860' 943' ELEVATION BOTTOM 861' 861' 7 9 6 ' -u ' 796'-6" ,

DATE TIME PSIG **

5/1/74 1340 0 .00 .00 .00 .00 1934 10 .00 .00 .00 2400* 10 .00 .00 .00 5/2/74 0246 15 .00 .00 .00 0542 20 .00 .00 .00 1130 30.2 .01 .00 .00 2330 30.2 .01 .00 .00 5/3/74 1530* 30.2 .01 .00 .00 2120 35 .01 .01 .00 5/4/74 0015 40 .01 .01 .01 0329 45 .01 .01 .01 0608 50 .01 .01 .02 0905 55 .01 . 0.1 .02 1203 60 .02 .02 .03 1719 65 .02 .02 .04 2159 67.9 .03 .02 .04 5/5/74 0016* 67.9 .03 .02 .04 0309 60 .03 .02 .04 1800 60 .02 .02 .04 5/6/74 1020* 60 .02 .02 .04 1222 54.3 .02 .02 .04 1337 50 .01 .02 .04 1508 45 .01 . 0 ?. .04 1648 40 .01 .02 .04 2120 30 .01 .02 .03 5/7/74 0245 19.5 .00 .01 .01 0501 15 .01 .01 .01 0736 10 .01 .01 .00 1600 0 .01 .01 .00 5/8/74 0800 0 .02 .00 .02

• End of hold' period

• • Malfunctioning gage - not reported

. o TABLE V

, DOME CACES - VERTICAL DISPLACEMENT (INCHES)

REFERENCE TO ELEVATION 943' GAGE No. 30 31 32 33 DISTANCE FROM APEX O'-0" 14'-6" 29'-0" 43'-6" '

AZIMUTH 270* 270* 270* 270*

DATE TIME PSIG 4

5/1/74 1340 0 .00 .00 .00 .00' 1934 10 .04 .04 .03 .01 2400* 10 .04 .04 .03 .01 -

5/2/74 0246 15 .05 .05 .04 .02 0542 20 .07 .06 .05 .03 1130 30.2 .10 .10 .09 .05 2330 30.2 .11 .10- .09 .05 5/3/74 1530* 30.2 .11 .10 .09 .04 2120' 35 .11 .11 .10 .05 5/4/74 0015 40 .13 .12 .10 .05 0329 45 .15 .14 .12 .06 0608 50 .16 .15 .12 .06

] 0905 55 .17 .16 .14 .07 2 1203 60 .19 .18 .15 .07 1719 65 .21 .20 .17 .08 2159 67.9 .22 31 .18 .08 5/5/74 0016* 67.9 .22 .21 .18 .08

' 0309 60 .19 .18 .17 .08 1800 60 .18 .17 .16 0

.'6 5/6/74 1020* 60 .16 .15 .14 .05 1222 54.3 .16 .13 .12 .04 1337 50 .13 .12 .11 .03 1508 45 .11 .11 .10 .03 1648 40 .10 .09 .08 .01 2120 30 .07 .05 .05 .00 5/7/74 0245 19.5 .03 .02 .02 .00 i 0501 15 .01 .00 .00 .00 1 0736 10 .01 .02 . 01 - .03 1600_ 0_ .03 .03 .02 .03  ;

l 5/8/74 0800 0 .03 .04 .03 .03 i

• End of hold period 1

v- - , - - - , e. q

• 6 l

f 0

4 4

APPENDIX Z

.i l

1 i

i l

I i

5 l  ?

DUKE POWER COMPANY OCONEE NUCLEAR STATION TP/3/A /150/2 REACTOR BUILDING STRUCTifR AL INTEGRITY TEST .

1. 0 Purpose l o provide a pro. c<lort for acquirine the st ructural test data during the Reactor liullding St ructural Integrity I est. The data will be used to provide direct verification that the structural integrity of the Reactor Building is equal to or greater than necessary to sus-tain the forces imposerl by an internal Reactor Building pressure of 115% design pressure (67. 8 psig).

2. 0 R efe renc e s 2.1 FSA R section s 5. 6.1. ? R G. 6.1.1

2. 2 Reactor Building Integrated Leak Rate rest, TP/3/A /150/3

2. 3 0-Drawings 78A f R ev. 16). 78 B (R ev.12),78D (Rev. 5) 1078D (R ev.1 ).

3. 0 Time Required Seven days

4. 0 Prereguisite Tests All activities in this procerture shall be coordinated with the 'eak rate test, t TP/ 3/A/150/ 3) therefore, prepa rations for the leak rate test are prerequisities for the St ructu ral Integrity _ Test.

5. 0 rest Equigmen,t.

5.1 ~laut wire extensometer system.

. A. 2 -1 ,

'l l

l l

-i 9

11

J

6. 0 Limitations and Precautions __

Same as required for TP/3/A/150/3

7. 0 Required Unit Status 7.1 Same as required for TP/3/A/150/3

__7 . 2 Verify that applicable unit reference drawings specified on this procedure agree with reference drawings in the Master File.

8. 0 Prerequisite System Conditions 8.1 Same as required for TP/3/A/150/3

8. 2 Taut wire deformation system installed.

9. 0 Test Method In coordination with the Integrated Leak Rate Test, TP/3/A/150/3, data will be recorded on the taut wire system. Taut wire data will be obtained by a special printout device supplied by Wiss, Janney, Elstner and Associates.

10.0 Data Required See requirement under " Test Procedure".

11.0 Acceptance Criteria Adequate data is obtained to evaluate the structural integrity of the Reactor Building.

12.0 Test Procedure 12.1 Record data for all taut wire extensometers whenever the direction of pressurization is changed at the beginning and end of all hold periods, every four (4) hours during hold periods, at least twice following completion of depressurization and at the following pressure levels:

During pressurization: 0,10,20,40,45,50,55,60,65,67.8 During depressurization: 67.8, 45,30,15,0 Record data twice and record times at start and end of complete data sample.

A.2 .

12. 2 ~ During pressurization, reduce and plot Taut Wire Extensometer readings immediately following data acquisition. Compare measured deformations with predicted values to be supplied by Bechtel and immediately inform the test coordinator if the measured deformation at any point become unreasonably large.

12.3 Reduce, plot and evaluate all test data prior to disconnecting and removing sensors.

13.0 Enclosure s_

13.1 NONE t

(

A. 2 3 .

~ - . . , . . , -. , ,- ,-

n 1

e APPENDLY3 1

I-V

DUKE POWER COMPANY OCONEE NUCLEAR STATION TP/3/ B/150/12 CONCRETE CRACK SURVEILLANCE TEST

1. 0 Purpose .

This procedure covers work necessary to measure and record concrete cracking patterns during the Reactor Building Structural Integrity Test.

2. 0 R efe rence s 2.1 Oconee FSAR, Sections 5. 6.1, 2, 5. 6.1. 3, 5. 6. 2.1, and 5. 6. 2. 2.

2. 2 Technical Specifications, Sections 1. 7, 4. 4.1,' 4. 4. 2.

2. 3 Reactor Building Integrated Leak Rate Test, TP/ 3/ A/150/ 3.

2. 4 Reactor Building Structural Integrity Test, TP/ 3 /A/150/2.

2. 5 0-1078D (Rev.1) Concrete Crack Surveillance Integrity Test.

3. O Time Required From one to three days prior to the Structural Integrity and Leak Rate Test to within one dayafter the complete depressurization of the structure.

4. 0 Prerequisite Tests 4.1 Preparations for the Structural Integrity and Leak Rate Test are prerequisities for this program.

5. O Test Equipment 5.1 Hand Optical Comparators

5. 2 Tape M easures

5. 3 Adequate Lighting for measuring cracks at night.

5. 4 Appropriate access to inspection areas.

5. 5 Temp. Gage on IVB1 for measuring outside temp. (R. B. Temp.

obtained from TP/ 3/A/150/ 3).

A. 3-1

. i e

6. O Mmitations and Precautions 6.1 Crack observation areas should be free of grease to permit inspection for cracks.

6. 2 Same as required for the Structural Integrity and Leak Rate Tests.

7. O Required Plant Status 7.1 Same as required for the Structural Integrity and Leak Rate Tests.

8. 0 Berequisite System Conditions 8.1 Same as required for the Structural Integrity and Leak Rate Tests.

8. 2 Untt reft, ence drawings specified in this procedure agreed with reference drawings in the Master File.

9. 0 Test Method Areas have been marked as shown on 0-1078D, and will be inspected at different stages throughout the test as outlined in section 12.0.

Any cracks found in these areas will be measured for length and width and recorded on Enclosure 13.1.

10.0 Data Required See requirements under section 12. O and 13. O.

11.0 A c_c_eptance C rite ria The Reactor Buildingis acceptable if the test data demonstrates that the Reactor Building integrity is not breached.

12. 0 Bst Procedure 12.1 Stage One - One to three days before Structural Integrity and Leak Rate Test.

12.1.1 Inspect areas outlined on 0-1078D.

12.1. 2 If crr.cks are found by visual inspection then obtain the width with a hand optical comparator and the length with a tape measure.

A.3-2

O a 12.1.3 Record information and sketches on enclosure 13.1

• Obtain photographs, if the photographic technique will clearly show the observed crack.

NOTE: "Only cracks with widths 2 . 002".

. 12.2 Stage 2 - 29. 5 psig during pressurization

12. 2.1 Repeat step 12.1.1

12. 2. 2 Repeat step 12.1. 2 12.2.3 Repeat step 12.1,3.

12. 3 Stage 3 - 50 psig during pressurization 4 12. 3.1 Repeat step 12.1.1

12. 3. 2 Repeat step 12.1. 2 12, 3. 3 Repeat step 12.1,3 12.4 Stage 4 - 67. 8 psig during pressurization 12.4.1 Repeat step 12.1.1 12.4.2 Repeat step 12.1. 2 12.4.3 Repeat step 12.1. 3

12. 5 Stage 5 - 59 psig during depressurization

12. 5.1 Repeat step 12.1.1

12. 5. 2 Repeat step 12.1. 2 12.5.3 Repeat step 12.1. 3

12. 6 Stage 6 - 30 psig during depressurization

_12. 6.1 13epeat step 12.1.1

__12. 6. 2 Repeat Step 12.1. 2

_12. 6. 3 Repeat step 12.1. 3 12.7 Stage 7 - Within 1 day after the complete depressurization of the structure.

12. 7.1 Repeat step 12.1.1 12.7.2 Repeat step 12.1. 2 12.7.3 Repeat step 12.1. 3

13. 0 Enclosure 13.1 Data Sheets A.3-3 l

s

9 e

( Q

1. 8 N9#N fy O

% ct g%

4 b

s

/ TENDON 1

(STAGE NO.)

SCALE: %" = 1'-0" (CRACK WIDTH)

STA E DATE TIME PSIG BY REMARKS ET INT 1

FIGURE ENCLOSURE 13.1 CONCRETE CRACK PATTERN TP/3/B/150/12 LOCATION NO.

CONCRETE CRACK DATA

n -

W - - - -

s , ,* / J~

,a P

9pct Of

,e gct c

e- 08 Cp /

/4 Ok h

/

l 0

l s

TEND

' x (STAGE NO.)

g (CRACK WIDTH) SCALE: %" = 1

• 0" STAGE AIR TEMP. 0F REC' I NO. DATE TIME EXT. INT. PSIG BY REMARKS l 4

a ENCLOSURE 13.1 FIGURE TP/3/B/150/12 CONCRETE CRACK PATTERN CONCRETE CRACK DATA LOCATION NO.-

l w- ..

.W - .

SKETCH OF OBSERVED CRACKS f STAGE NO.

CRACK WIDTH STAGE AIR TEMP. 0 F l R.B. R EC.

N O. DATE TIME PSI BY REMARKS EXT. INT.

ENCLOSURE 13.1 FIGURE TP/3/B/150/12 CONCRETE CRACK PATTERN CONCRETE CRACK DATA LOCATION NO.