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Reactor Bldg Structural Integrity Test Rept. Wiss,Janney, Elstner & Associates 731218 Rept, Deformation Measurements During Containment Pressure Test for ANO-1, Prepared for Bechtel Power Corp Encl
	ML19326B366
Person / Time
Site:	Arkansas Nuclear
Issue date:	01/18/1974
From:	Katanics G, Sladek G, Wenner T; BECHTEL GROUP, INC.
To:	;
References
	NUDOCS 8004150742
	Download: ML19326B366 (99)
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PREPARED BY DATE /- /8 74 REVIEWED BY b s_ok /gg/)

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APPROVED BY G. Gb ni cs UX DATE 1 111 -1 y I

Bechtel Power Corporation San Francisco, California January 1974 1

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h-TABLE OF CONTENTS Page

1.0 INTRODUCTION

1 2.0

SUMMARY

AND CONCLUSIONS 2

3.0 REACTOR BUILDING AND PRESSURI"ATION 4

4.0 TEST PLAN AND PROCEDURES 5

4.1 Shell Displacement Measurements 5

4.2 Concrete Cracking Inspection 6

4.3 Liner Plate Displacement Measurements 6

5.0 TEST RESULTS 8

5.1 Shell Displacement Measurements 8

5.2 Concrete Cracking Inspection 9

5.3 Liner Plate Displacement Measurements 9

APPENDICES A.

Deformation Measurements During Containment Pressure Test of the Arkansas Nuclea'r One Unit No. 1, Arkansas Power & Light Co.

B.

Test Procedure for the Performance of the Structural Integrity Test for the Reactor

-Building of the Arkansas Nuclear One - Unit

1 for the Arkansas Power & Light Company (Test Procedure 6600-1-59).

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LIST OF TABLES TABLE TITLE 1

Extensometer Locations 2

Liner Plate Displacement Measurement Locations ii

LIST OF FIGURES FIGURE TITLE 1

Reactor Building Configuration 2

Structural Integrity & Integrated Leak Rate Test Pressure Cycle 3

Concrete Cracking Inspection Areas 4

Dome, Wall, and Buttress Displacements 5

Equipment Hatch Displacements 6

Concrete Cracking Inspection Area No.

1 7

Concrete Cracking Inspection Area No.

2 8

Concrete Cracking Inspection Area No.

3 9

Concrete Cracking Inspection Area No.

4 10 Concrete Cracking Inspection Area No.

5 11 Concrete Cracking Inspection rea No.

6 12 Concrete Cracking Inspection Area'No.

7 13 Concrete Cracking Inspection Area No.

8 14 Concrete Cracking Inspection Area No.

9 15 Concrete Cracking Inspection Area No.

10 16 Concrete Cracking Inspection Area No.

11 17 Concrete Cracking Inspection Area No.

12 18 Concrete Cracking Inspection Area No.

13 19 Concrete Cracking Inspection Area No.

14 20 Concrete Cracking Inspection Area No.

15 21 Concrete Cracking Inspection Area No.

16 22 Concrete Cracking Inspection Area No.

17 23 Concrete Cracking Inspection Area No.

18 24 Concrete Cracking Inspection Area No.

19 25 Concrete Cracking Inspection Area No.

20 26 Concrete Cracking Inspection Area No.

21 27 Concrete Cracking Inspection Area No.

22 28 Liner Plate Displacement Measurements iii

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TAUT WIRE DISPLACEMENT MEASURI.W 7

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EQUIPMENT IN Tl!E REACTOR BUILD-ING, TAUT WIRE MEASURING DEVICES l

SHALL BE RELCCATED TO POINTS WiiERE SIMILAR BEHAVIOUR IS EX-PECTED.

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1.0 INTRODUCTION

The Structural Integrity Test for the Arkansas Nuclear One Unit 1 reactor building was conducted concurrently with the primary reactor containment leak rate test during the period starting on Thursday, Nov. 8 and ending on Wednesday, Nov. 14, 1973.

The test was performed to verify the design and structural integrity of the reactor building by imposing an internal pressure equal to 115 percent of the design pressure (proof pressure) for a period of approximately two hours.

In order to accomplish the intended purpose, special measur-ing devices were employed in the reactor building to provide the data needed to evaluate the structural response of the

, reactor building during periods of pressurization, proof pressure, and depressurization.

The monitoring instruments and equipment were checked prior to the start of the test to ensure the quality of the data.

In addition, crack patterns were observed at a number of select locations outside the reactor building.

The permanent displacement of the liner plate due to pressurization was also measured at several select locations.

The test was conducted in accordance with the Structural Integrity Test Procedure 6600-1-59 which is presented in Appendix B.

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2.0

SUMMARY

AND CONCLUSIONS The Structural Integrity Test comprised the measurement of the structural behavior of the reactor building during the proof pressure test.

Test measurements included gross building deformations and concrete crack growth.

Measure-ment points were located along typical sot ;ons of the building, at thickened sections and at discontinuities.

Test measure-ments were recorded at specified stages during the building pressurization cycle.

The Structural Integrity Test successfully demonstrated that the reactor building can withstand an internal pressure equal to 115 percent of the design pressure.

The variation of the measured shell displacements with pressure was generally linear, and the displacementa at peak pressure were in reasonable agreement with predicted response.

Concrete cracking was observed in 22 selected locations.

Cracking during the test was generally very limited, with only a few minor new cracks occuring during pressurizetion.

The maximum increase in crack width during pressurization was 0.005 in., which is well within reasonable limits and does not adversely-affect the structural integrity of the building.

The permanent displacement of the liner plate casued by pressuriz-ation was.also very small and insignificant.

W i.

Based on the test results, it is concluded that the deform-ation response of the reactor building due to pressure loading is predictable and the assumptions used in its design are valid.

It is further concluded that the Unit 1 reactor building is capable of withstanding.the design internal' pressure with a sufficient margin of safety.

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a 3.0 REACTOR BUILDING AND PRESSURIZATION The reactor building structure consists of a vertical cylinder with a sphere-torus dome and a flat base slab.

Both the dome anc the cylinder are constructed of prestressed, reinforced concrete and the base slab is constructed of conventionally reinforced concrete.

A steel liner plate covers the entire inside surface of the utructure and is anchored to the concrete at closely spaced intervals.

The structure contains an equip-ment hatch, personnel lock, escape lock, and a large number of smaller penetrations for electrical conduit, piping, and other requirements.

The cylindrical wall is prestressed in the vertical and circum-ferential directions.

The circumferential prestressing tendons

.are anchored at three buttresses spaced at 120* apart.

The dome is prestressed by tendons anchored at the ring girder and extending over the dome in three directions.

The general configuration of the structure is shown in Figure 1.

The reactor building was pressurized pneumatically to verify the required structural integrity and leak tightness.

The pressure cycle is shown in Figure 2.

The proof pressure of 69 psig, equal to 115 percent of the design pressure, was specified to assure that the reactor building has sufficient reserve strength.

Proof pressure was held for a period of approxima'tely 2 hours2.314815e-5 days 5.555556e-4 hours 3.306878e-6 weeks 7.61e-7 months to record structural data. _

4.0 TEST PLAN AND PROCEDURES The test was performed in accordance with test procedure 6600 59 which is presented in Appendix B.

4.1 SHELL DISPLACEMENT MEASUREMENTS Radial and vertical deflections of the reactor building walls and dome were measured by taut wire extensometers.

A description of these extensometers and their principles of operation are given in Appendix A.

Extensometers measuring radial movement of the reactor building walls spanned from selected measurement points on the wall to other points at the same elevation on the wall or to an internal structure which was considered to be immobile.

Radial displacements were measured along wall sections and buttress sections as well as around the equipment hatch.

-Extensometers measuring vertical movement of the. dome spanned from selected points on the dome to the top of the secondary shield walls which were considered to be immobile.

Extensometers measuring vertical movement of the cylinder walls spanned from selected' points on the wall to other points at the same azimuth on the wall.

The locations of the extensometers are defined in Table 1.

The extensometers were wired to indicating and recording equipment located in the turbine building.

Displacement readings were recorded at 5 psi intervals, at the beginning and'end of all pressure hold periods, and every four hours during hold periods.,

I

The recorded data was reduced,'with corrections for system non-linearities, to equivalent radial or vertical displacements.

4.2 CONCRETE CRACKING INSPECTION In order to observe and record possible concrete cracking, one

' foot square grids were scribed on the outside of the reactor building at the locations shown in Figure 3.

During the test, inspections for concrete cracking were made at 0, 14, 30, 45, 59, 68, 59, 30, and 0 psi.

When a crack was found, the crack pattern, direction, and length were drawn to scale on a data recording form.

An optical com-parator was used to measure the width of the crack which was then recorded.

All cracks over.002 inch wide were mapped.

Any changes in crack length, width, or direction were recorded along with the pressurization stage at which they occurred.

4.3 LINER PLATE DISPLACEMENT MEASUREMENTS The permanent liner plate displacements were measured at four locations on the wall inside the reactor building.

The azimuths and elevations of these locations are given in Table 2.

The measurements were.taken before and after the test using a dial gage to measure the distance between the liner plate and bars which.were mounted across chords of the liner plate.

The i

differences between the two sets of readings are the net dis-placements of the points on the liner plate.

The ends of each of

.s the measurement bars were anchored to the liner plate at stiffener locations which were considered to be ralatively immobile.

Dis-placeme its were measured at nine points along each of the four measurenent bars.

In addition, a visual inspection of the liner plate was made to locate areas of possible strain concentration.

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b 5.0 TEST RESULTS The results of the structural integrity test provide direct experimental evidence that the reactor building can contain the design internal pressure with an ample margin of safety.

Further, the test data confirms the validity of the analytical methods employed to determine the structural effect of loading combina-tions and to predict resulting deformations.

5.1 SHELL DISPLACEMENT MEASUREMENTS In general, the measured shell displacements varied linearly with pressure and were reasonably close to predicted values at peak pressure.

The small variation between the measured and predicted displacements can be accounted for by consideration of a number of factors including variation in the modulus of

. elasticity of concrete, variation in temperature in the structure during the test, cylinder roundup, and inaccuracies in the measuring devices themselves.

In view of these considerations, the deformation results obtained are consistent with the pre-dicted response of the structure.

Figure 4 shows the measured displacements along a typical wall section,'a typical buttress section, and along a section through the dome.

The predicted displacements along the wall section, and the dome section are also shown.

As expected, the displace-ments along the buttress section are somewhat smaller than those L

along the wall section because of the stiffening effect of the buttress on the wall.

Figure 5 shows the measured displacements around the equip-ment hatch.

The influence of the buttress at azimuth 300*

on the displacements is apparent as the displacements on the buttress side of the hatch are smaller than those on the other side,.

5.2 CONCRETE CRACKING INSPECTION The patterns of surface concrete cracks recorded during the test are illustrated in Figures 6 through 27.

Only cracks equal to or wider than.002 in, are shown.

All cracks were less than

.006 in, wide '

exception of one crack in inspection

..e area number 24 which measured.040 in, wide before the test and

,did not change in width or length during the test.

The largest increase in crack width during the test was.005 in.

Most of the cracks mapped during the test were extensions or widenings of those present prior to pressurization, which indicates that the cracking initiated from surface temperature and/or shrinkage stresses.

5.3 LINER PLATE DISPLACEMENT MEASUREMENTS The permanent displacements of selected points on the liner plate are presented in Figure 28. This data was obtained from measurements taken before and after the test.

All displacements measured were in the outward direction, with the largest displacement being.022 in.

The accuracy of the measuring 1 system is estimated to'be t.005 in.

No areas of stress concentration in the liner plate were observed.

1 I

1.

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TABLE 1 SHEET'l OF 2 EXTENSOMETER LOCATIONS 1.

HORIZONTAL GAGES GAGE NO.

AZIMUTII ELEVATION MOUNTED TO II 1 356*-30' 347'-0" Secondary Shield Walls II 2 150*

348'-0"

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H3 182*

348'-0" H4 349*

368"-4" H' 5 150*

369'-0" H6 180*

370'-0" H7 356*

400'-0" H8 150*

399'-9" H9 180*

400'-0"

!! 10 5 /185

429'-0" Full Diameter H 11 60 /240

430'-0" H 12 150 /330' 431'-0" II 13 0 /180*

459'-0" 11 14 60*/240*

460'-0" II 15 150 /330' 461'-0"

!! 16-0*/180*

489'-0" 11 17 60*/240' 430'-0" II 18 150*/330' 491'-0" 0*g/240' H 19 l80*

510'-0" li 20 60 511'-0" H 21 150 /330' 512'-0" 4

2.

EQUIPMENT HATCH GAGES GAGE NO.

AZIMUTH ELEVATION MOUNTED TO E1 270*

279'-0" Secondary Shield Walls E2 270*

373'-0"

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E3 254*

363'-0" E4 260*

263'-0" E5 280*

365'-9" EG 282*

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TABLE 1 SHEET 2 OF 2 EX 'ENSOMETER LOCATIONS 3.

DOME GAGES GAGE NO.

AZIMUTI, RADIUS MOUNTED TO D1 180 3'

Top of Secondary Shield Walls D2 180 20'-10" D3 180 37'-9" D4 180*

54'-0" 4.

VERTICAL GAGES GAGE NO.

AZIMUTII TOP ELEV.

BOTTOM ELEV.

V1 73*

506'-6" 347'-0" V2 73*

506'-6" 426'-6" V3 73*

426'-0" 347'-0" NOTE:

For location of gages see also Dwg. Sk-C-520, Sheet 1 of Appendix B.

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TABLE 2 SHEET 1 OF 1 LINER PLATE DISPLACEMENT MEASUREMENT' LOCATIONS STATION NO.

AZIMUTH ELEVATION 1

47'-30' 378'-6" 2

305*

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305' 429'-6" NOTE:

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(CRACK WIDTH) l I

STAGE DATE TIME PSI TEMR REMARKS I

11-7-73 lil5 0

65*

NO CRACKS OVER.002" WIDE 2

11 7 3 l130 14 70*

NO CHANGE 3

ll-10-73 0845 30 45' NEW CRACK AS NOTED 4

Il-ll-73 0820 45 50*

NO CHANGE 5

11 7 3 1715 59 45' il 11 6

11-12 -7 3 0020 68 45' NEW CRACK AS NOTED 7

11-12-7 3 1550 59 70*

NO CHANGE 8

11-13-7 3 tilO 30 70*

Il il 9

11-14-7 3 0840 0

65*

CRACK CLOSED AS NOTED CONCRETE CRACKING INSPECTION AREA No.2 FIGURE 7 ELEVATION-DOME AZIMUTH 60*

- *" 8 < E 7

GRID -

r-

/ 7

.002" G

<.ool'

.002" N

f_/

yVERTICAL TENDON l

Ml

/

BEARING PLATE (TYPICAL)

/

<. o o l"

.002"

/

SKETCH OF OBSERVED CRACKS SCALE: l/ 2" = l'- O "

LEGEND (STAGE No.)

/

(CRACK WloTH) j l

STAGE DATE TIM E PSI TEMR REMARKS I

11 7 3 110 0 O

65*

CRACKS AS NOTED 2

11 7 3

!!35 l4 70*

NO CHANGE 3

11-10-7 3 0850 30 45' ll 11 4

11 7 3 0825 45 50" NEW CRACK AS NOTED 5

Il-II-73 1720 59 45' NO CHANGE 6

11-12-7 3 0005 68 45*

11 7

ll-12-73

-1555 59 70*

11 8

11-13-73 1115 30 70*

CRACK CLOSED AS NOTED 9

11-14 -7 3 0845 O

65*

NO CHANGE

~

CONCRETE CRACKING INSPECTION AREA No.3 ELEVATION-DOME AZIMUTH 120*

.a l

p'_ o"x i'_ o" l

GRio -

=-

VERTICAL TENDON l

/ BEARING PLATE i

y (typic AL )

4 SKETCH OF OBSERVED CRACKS SCALE: I/ 2" = l'- O "

LEGEND (STAGE No.)

/

(CRACK WIDTH)

STAGE DATE TIM E PSI TEMR REMARKS l

11 7 3 l130 0

65*

NO VISIBLE CRACKS 2

Il-8-73 115 3 14 70*

ll ll ll 3

!!-10-73 0900 30 45*

11 11 11 4

Il-ll -73 0830 45 50' 11 ll 11 5

11 7 3 1725 59 45' il ll 11 j

6 Il-12-73 0 015 68 45' il 11 ll 7

11-12 -7 3 1555 59 70*

ll ll 11 8

11-13-73 1118 30 70*

11 ll l

9 11 7 3 0847 0

65*

11 11 11 CONCRETE CRACKING INSPECTION AREA No. 4 ELEVATION-DOME AZIMUTH 180*

f l'-0" X l'-0" GRID -

r-VERTICAL TENDON

/ BEARING PLATE

/

(TYPICAL)

/

SKETCH OF OBSERVED CRACKS SCALE: l/ 2" = l'- O "

LEGEND (STAGE No.)

/

(CRACK WIDTH)

STAGE DATE TIM E PSI TEMR REMARKS I

ll-7-73 1l45 0

65*

NO VISIBL' CRACKS 2

Il-8-73 II40 14 70' il 11 0

3 11-10 -7 3 0912 30 45' il II D

4 Il -li -73 0835 45 50' 11 8

0 5

!!-11 -73 1725 59 45' il ll I

6 11-12-7 3 0005 68 45' il il ll 7

11-12 -7 3 1550 59 70' 11 I

8 Il-13-73 fl2O 30 70*

11 H

9 ll-14-73 0850 0

65*

U 11 CONCRETE CRACKING INSPECTION AREA No. 5 ELEVATION -DOM E AZ1MUTH 240'

l'-0"X l'-O" GRID -

=-

VERTICAL TENDON

/ BEARING PLATE

/

(TYPICAL)

/

SKETCH OF OBSERVED CRACKS SCALE: 8/2" = l'- O "

LEGEND (STAGE No.)

/

(CRACK WIDTH)

STAGE DATE TIM E PSI TEMR REMARKS I

11 7 3 1l45 0

65*

NO VISIBLE CRACKS 2

!!- 8-73 114 0 14 70*

Il li u

3

!!- 10-73 0912 30 45' H

4 H-11-73 0933 45 50*

il I

il 5

ll-11 -73 1725 59 45*

11 ll I

l 6

Il 73 0005 68 45*

11 Il 11 7

li-12-73 1550 59 70*

11 1

11 8

Il-13-73 l'20 30 70*

11 11 11 9

11-14-7 3 0850 0

65*

Il 11 11 CONCRETE CR ACKING INSPECTION AREA No. 5 FIGURE 10 ELEVATION -DOM E AZIMUTH 240'

b a

g'_ o" x i'_ o" GRID -

=-

VERTICAL TENDON

[8 EARING PLATE (TYPICAL)

.005"

<.00 5" L

SKETCH OF OBSERVED CRACKS SCALE: 3/2" = l'-O" 1.EGEND (STAGE No.)

/

(CRACK WIDTH)

STAGE DATE TIM E PSI TEMR REMARKS I

11-7-73 l150 0

65*

NO VISIBLE CRACKS 2

11 7 3

!!35 14 70*

NEW CRACK AS NOTED 3

!!-10-73 0905 30 45' NO CHANGE 4

11 7 3 0840 45 50*

11 ll 5

11 7 3 1730 59 45' I

ll 6

!!-12-73 0010 68 45' il Il 7

11-12 -7 3 1545 59 70*

CRACK CLOSED AS NOTED 8

!!-13-73 1123 30 70*

NO CHANGE 9

11-14 -7 3 0853 0

65*

il il CONCPETE CRACKING INSPECTION AREA No. 6 FIGURE ll ELEVATION -DOM E AZIMUTH 300*

- - 2" g

<..oou" g l'-O"x g*-o" GRID -

7

((

g

.002"

.005" /

[

SKETCH OF OBSERVED CRACKS SCALE: I/ 2" = l'- O" LEGEND (STAGE No.)

/

(CRACK WIDTH)

STAGE DATE TIME PSI TEMR REMARKS 1

Il-7-73 114 0 0

65*

CRACKS AS NOTED l

2 Il-8 -73 ll40 14 70*

NO CHANGE 3

!!-10-73 0835 30 45' il II 4

ll-11 -73 0 810 45 50' il 11 5

11 7 3 1705 59 45' il ll 6

11-12 -7 3 0025 68 45' NEW CRACK AS NOTED 7

11-12-7 3 15 4 O 59 70*

NO CHANGE 8

ll-13-73 110 0 30 70*

CRACK CLOSED AS NOTED 9

11-14-7 3 0833 0

65*

NO CHANGE CONCRETE CRACKING INSPECTION AREA No. 7 ELEVATION-DOM E (RADIUS = 26 FT.)

AZIMUTH C'

GRID -

r

.002" g

[

g.cos" /

q l

i SKETCH OF OBSERVED CRACKS I/ 2" = l'- O "

LEGEND SCALE:

(STAGE No.)

/

(CRACK WIDTH)

STAGE DATE TIM E PSI TEMR REMARKS I

11 7 3 114 0 0

65*

CRACKS AS NOTED 2

!!-8 -73 ll40 14 70' NO CHANGE 3

11-10-73 0835 30 45' il il 4

Il-ll-73 0 810 45 50*

11 5

11 - l! - 7 3 1705 59 45' 11 Il 6

ll-12-73 0025 68 45' NEW CRACK AS N OTED 7

11-12-7 3 1540 59 70*

NO CHANGE 8

11-13-7 3 110 0 30 70*

CRACK CLOSED AS NOTED 9

(1-14-7 3 0833 0

65*

NO CHANGE CONCRETE CRACKING INSPECTION AREA No. 7 ELEVATION-DOM E (RADIUS = 26 FT.)

AZIMUTH O'

.oo3" g.005"

.oo s"

.cos a l'- 0"X l'-O" G RID --

r-

}

\\ 005" ]

.005" I

GROUTED VENT r

r OPENINGS

{EE g

.cos"

.oo2"

\\g

)X

].oos"

.oo3" j i

.005"g

/s w

/

?\\

003"

.005"

.oo3"/M

.cos" g 4.003"

.oos"g SKETCH OF OBSERVED CRACKS SCALE: I/ 2" = l'- O" LEGEND (STAGE No.)

/

(CRACK WloTH)

STAGE DATE TIME PSI TEMR REMARKS i

11 7 3 112 0 C

65*

CRACKS AS NOTED 2

Il-8 -73 1125 14 70*

NO CHANGE 3

11-10-7 3 0840 30 40' NEW CRACKS AS NOTED 4

Il-ll -73 0810 45 50' II I

il 11 5

11 7 3 1700 59 45' CHANGES AS NOTED 6

Il-12-73 0025 68 45' NO CHANGES

-1 7

I Il-12-73 1530 59 70*

ll 8

11 - l 3 - 7 3 1045 30 70*

CRACKS CLOSED AS NOTED 9

11-14-7 3 0820 0

65*

I il 11 11 CONCRETE CR ACKING INSPECTION AREA No.8 ELEVATION-CENTER OF DOME AZlMUTH -

m

.902"

. ooi" h

l'- 0"X l'-0"

. oo3" GRID f

)

g <.oot"

.003"

.002" N'

\\

N

.o02"

.003" i

.co s"

.o02" i

SKETCH OF OBSERVED CRACKS SCALE: 8/ 2" = l'- O "

LEGEND (STAGE No.)

(CRACK WIDTH) 1 STAGE DATE TIM E PSI TEMR REMARKS I

Il-7-73 1205 O

65*

CRACKS AS NOTED 2

11 7 3 1205 14 70*

NO CHANGE 3

11-10-T 3 0930 30 40' il 11 4

!! -11 7 3 0900 45 50' NEW CRACK AS NOTED 5

11-1l-73 1735 59 45*

11 Il 11 11 6

Il-12-73 0030 68 45*

CHANGES AS NOTED 7

11-12 -7 3 1600 59 70*

I I

8 (1-13-73 113 0 30 70*

CRACKS CLOSED AS NOTED 4

9 Il-14-73 0900 0

65*

Il il D

j CONCRETE CRACKING INSPECTION AREA No.9 ELEVATION 483'-O" AZIMUTH 23'

i g '- 0" X l'- 0" GRIO -

r SKETCH OF OBSERVED CRACKS SCALE: I/2" = l'-O" LEGEND (STAGE No.)

/

) (CRACK WlOTH) i STAGE DATE TIME PSI TEMR REMARKS I

11 7 3 1220 0

65*

NO VISIBLE CRACKS 2

ll-8 73 1210 14 70*

11 11 il 3

!!-10 73 0935 30 40' 11 I

A 11 - ll-73 0 915 45 SO' Il 11 5

ll-ll -73 1750 59 45' il I

l 6

11-12-7 3 0045 68 45' il R

11 7

11-12-73 1610 59 70*

lI R

I e

!!-13-73 Il55 30 70*

11 X

11 F

l 9

1-14-7 3 0915 0

65*

I U

ll CONCRETE CRACKING INSPECTION AREA No.10 ELEVATION 425'-O" AZIMUTH 23*

(

i

('

l'_o"xl'_o"

~

GRIO -

=

l 9

SKETCH OF OBSERVED CRACKS l/ 2" = l'-O" LEGEND SCALE:

t (STAGE No.)

\\

/

(CRACK WIDTH)

STAGE DATE TIME PSI TEMR REMARKS I

11 7 3 1730 0

60' NO CRACKS OVER.002" WIDE 2

!!-8-73 1240 14 65*

11 11 11 I

11 3

Il-lO-73 0930 30 65*

I Il Il 11 4

11 7 3 0915 45 65' H

ll I

I 11 5

ll-ll -73 1800 59 65*

11 I

G 6

Il-12-73 0130 68 65' 11 if Il 8

(

7 Il-IP-73 1305 59 68*

I li 11 0

11 8

11-13-7 3 113 5 30 65*

ll 11 I

11 11 9

11 - ! 4 - 7 3 0920 0

65*

ll li Il 11 O

l CONCRETE CRACKING INSPECTION AREA No. Il ELEVATION 350'-O" AZIMUTH 23*

i'-O" X l'-O" GRID-SKETCH OF OBSERVED CRACKS SC AL E : '/2"=' l*-O" LEGEND

( STA G E No.)

(CRACK WIDTH)

STAGE DATE TIME PSI TEMR REMARKS l

11 7 3 174 0 0

60*

NO CRACKS OVER.OO2" WID E 2

11 7 3 1210 14 65*

I Il 11 I

I 3

11-10 -73 0910 30 65*

1 X

E I

4 11-Il-73 C645 45 S5*

O Il il 11 5

11 7 3 1745 59 65*

11 0

8 11 3

6 Il-12-73 0115 68 65*

R I

I 11 11 7

Il-12-7?

1255 59 65*

R H

ll B

I 8

11-13-7 3 111 5 30 65*

ll I

11 I

9 11-14-7 3 09I5 0

65*

I i

d X

I l

CONCRETE CR ACKING INSPECTION AREA No.12 FIG UR E 17 l

ELEVATION 335'-O*

AZ!MUTH 60*

h l

2*

. cot"

.cos

<.cos' a

g

\\

N lL "Xl'-O"

\\

O

\\

GRID-7 x\\

v SKETCH OF OBSERVED CRACKS SC AL E. '/2"= l'-O" LEGEND

( STA G E No.)

(CRACK WIDTH)

STAGE DATE TIME PSI TEMR R EM ARKS I

11 7 3 1745 0

70*

NO, VISIBLE CRACKS 2

11-8-73 1230 14

$5' NO CHANGE 3

Il-lO-73 0920 30 65*

ll 4

11 7 3 0900 45 65*

I il 5

11 7 3 1730 59 65*

NEW CRACK AS NOTED 6

11-12-7 3 0045 68 65*

NO CHANGE 7

11-12-73 124 5 59 65 NEW CRACK AS NOTED 8

Il-13-73 113 0 30 65*

CRACK CLOSED AS NOTED 9

ll-14-73 0910 0

65*

11 3

Il g

CONCRETE CR ACKING INSPECTION ARE A No.13 ELEVATION 335'-O' AZIMUTH 85*

TENDON BEARING PLATE l'_ o"X l'-C"'

GRID d 3,

,g

~

^

L AREA TO BE OBSERVED FOR CONC. CRACKING

.002"

.002" LEGEND

( STAGE No.)

/

l (CRACK WIDTH)

W4.LL BUTTRESS _

SKETCH OF OBSERVED CRACKS SCALE: Y2" = l'-O" I

STAGE DATE TIME PSI TEMR REMARKS i

11-7-73 1800 0

60' CRACKS AS NOTED 2

Il-8 -73 fil8 14 65*

NO CHANGE 3

!!-10-73 0 910 30 65*

11 4

11 7 3 0855 45 65' NEW CRACK AS NOTED 5

11 7 3 1730 59 65' NO CHANGE 6

11-12-7 3 0100 68 65*

11 11 7

Il-12-73 1230 59 65*

11 11 8

11-13 -7 3 1830 30 65*

11 11 9

il-14-73 0900 0

65' il 11 s

CONCRETE CR ACKING INSPECTION AREA No.14 ELEVATIO N 343'-6" AZIMUTH 68*

a.

-w.

TENDON BEARING PLATE r

l'- 0"X l'-O" GRID d

~~ h :.

.e.'*4 O

e :

a.

- W ':

I AREA To BE 08 SERVED FoR CONC. CRACKING O

.002"

<.coi" g

/

LEGENO O

/

< 31g u,.3 j (CRACK WIDfH)

WALL BUTTRESS _

SKETCH OF OBSERVED CRACKS SCA LE

E2" = l'-O" STAGE DATE TIME PSI TEMR REMARKS I

ll-7-73 1845 0

60*

NO VISIBLE CRACKS 2

ll-8-73 1845 14 68*

11 li il 3

11-10-73 0900 30 55' I

t 4

!!- 11-73 0830 45 50' R

I 11 5

11 7 3 1700 59 45' NEW CRACK AS NOTED 6

!!-12-73 0030 68 45' NO CHANGE 7

11-12-7 3 1215 59 68*

11 8

8 Il-13-73 1105 30 65*

CRACK CLOSED AS NOTED 9

I 7 3 0855 0

65*

NO CHANGE CONCRETE CR ACKING INSPECTION AREA No. 15 ELEVATION 382'-6" FIGURE 20 AZlMUTH 68*

.002"

.005" O_02"

.002"

.co t" I '- 0" X l'- 0"

[A

$m.

GRID -

'f l

1

(

.001"

.003=

.002

<.0 0 2"

,. 0 02" 0 01" r

Y

.003"

<. 00 2"

<.001"

.002"

/

003" j

LEGEND (STAG E No.)

/

g (CRACK WIDTH)

.002" SKETCH OF OBSERVED CRACKS SC AL E *. E2" = l'- 0" STAGE DATE TIME PSI TEMP.

REMARKS I

11 7 3 2200 O

60' NO CRACKS OVER.002" WlDE 2

11 7 3

!!3 0 14 65*

I il II I

ll 3

ll-10-73 0830 33 45' NEW CRACKS AS NOTED 4

Il-ll-73 0840 45 45*

5 0

I il 5

ll-ll -73 1715 59 45' il 11 11 11 6

11-12 -73 0 015 68 45' 11 1

11 7

11-12-7 3 l130 59 65*

CRACKS CLOSED AS NOTED 8

11-13-73 1030 30 65*

II I

il Il 9

I 7 3 0820 0

65*

NO CHANGE CONCRETE CR ACKING INSPECTION AREA No.16 FIGURE 21 ELEVATION 363'-O" AZIMUTH 256'

e

{'y Xl'~o" c

n I

b

- ~

002 3

7 00.

'006" 7'

7 0 0;"

3 002"

/

m SKETCH OF OBSERVED STAGE SCALE:k ":IL CRACKS 2

DATE 0"

TIME I

PSI 11 7 3 2

2200 TEMR 11-8-73 O

REMARKS 3

112 5 60*

11-10-73 14 NO 4

0 815 65*

VISIBLE 11 7 3 30 NO CRACKS CRACKS 5

0820 45' OVER.'002" WIDE 11 7 3 45 NEW 6

1645 40*

CRACKS Il-12-73 59 NO AS 7

00f5 45' CHANGE NOTED 11-12-73 68 NEW 8

1200 45' CRACKS 11-13-73 59 NO AS 9

1030 65*

CHANGE NO7ED

!!-14-73 30 CRACKS 0840 65*

CLOSED 0

l' AS NOTED 65*

11 CONCRETE NO II ELEVATION CRACKING CHANGE ll 363'-O" INSPECTION AREA No.17 AZIMUTH 284*

FIGURE 22

-es.--.

ymy TENDON BEARING PLATE r

l'-0"X l'-O" GRID d

.A.

+<

'7

..s.

.002" C

Y AREA TO BE OBSERVED FOR CONC. CRACKING

\\

O

.OOr w

.002"

.005" /

005" LEGEND (STAGE No.)

tCRACK WIDTH)

I i

WALL BUTTRESS _

SKETCH OF OBSERVED CRACKS 3

SCALE: Y2" = l'- O" STAGE DATE TIM E PSI TEMR REMARKS l

i ll 73 1445 0

GO' CRACKS AS NOTED 2

11 7 3 1220 14 65*

NO CHANGE 3

(1-10 -73 0950 30 60*

I il 4

Il-ll-73 0853 45 55*

11 I

5 (1-!! -73 1745 59 4G*

Il ll 6

11-12 -7 3 0045 68 45' 11 H

l 7

11-12-75 1610 59 70*

11 ll 8

11-13-73 111 0 30 70*

11 g

9 11-14 -7 3 0845 0

63*

11 CONCRETE CR ACKING INSPECTION AREA No.18 FIGURE 23 ELEVATION 424'-6" AZIMUTH 18 8

TENDON BEARING PLATE

.cos, g I'_ o"x l'-o" GRID J T. 3 ^,

. p.,

4

\\

v*

i

.002" 002"

.003"i

.002".

J 1

~/-

ERVED FOR CON C. CRACKING

.003" NN

@.co2"i g.ool" i

a

.c40" 003" ]

/

LEGEND 3Q O

j csrAGE no.)

(CRACK WIDTH)

.001"

.002" N

/\\

WALL BUTTRESS SKETCH OF OBSERVED CRACKS SCA LE. E2" = l'-O" STAGE DATE TIME PSI TEMR REMARKS I

ll-7-73 ISIS O

55*

CRACKS AS NOTED 2

(1-8-73 12i5 I4 70*

NO CHANGE 3

!!-10-73 0930 30 50' NEW CRACKS AS NOTED 4

11 7 3 0840 45 55' il il I

il 5

11 7 3 1735 59 50' il 11 fl 1

6 Il-I2-73 0040 68 45*

11 I

il 11 7

11-12-73' 1600 59 70*

NO CHANGE 8

11-13-73 110 5 30 70*

CRACKS CLOSED AS NOTED 9

11-14-7 3 0840 0

65' il la H

R CONCRETE CRACKING INSPECTION AREA No.19 FIGURE 24 ELEVATIO N 466'-6" AZ!MUTH 18 8*

g.oot" ].002" TENDON BEARING PLATE

.002*

4

/

r

.mtgougwrg p /

4

.-r

,._ O... e.

GRID d y

i*

X s:3,

.s i

W... *e O

I'

.x2 g ce g g.wr g.*r/

/ g.noIM l

p

[

4

~ (AREA To BE Al

. x 4-

.x, OBSERVED FOR

+

CONC. CRACKING g.ar g.ar o

i.wrg.w4 g.we g X_A l

l/ l~

V

.003"g.002" g

- oor

.ocy r x

LEGEND O

y

,31,o e yo.3

- l.003" ] 003 !

9_J (CRACK WIDTH )

g.nm - g.co2, h

--s W

A L L BUTTRESS SKETCH OF OBSERVED CRACKS SCALE : h" = l'-O" STAGE DATE TIM E PSI TEMR REMARKS i

11-7-73 1545 0

55*

CRACKS AS NOTED 2

ll-8-73 Il45 14 70*

NEW CRACKS AS NOTED 3

11-10-73 0905 30 45*

11 ll 11 11 4

ll-ll-73 0833 45 55*

I I

il 5

Il-II -73 1725 59 45' NO CHANGE 6

11-12-73 0030 68 45*

NEW CRACKS AS NOTED 7

11-82-73 1555 59 70*

NO CHANGE 8

g-13-73 110 0 30 70*

11 11 9

li-l4-75 0840 0

65*

CRACKS CLOSED AS NOTED CONCRETE CR ACKING INSPECTION AREA No. 20 FIGURE 25 ELEVATION 508'-6" AZIMUTH 188*

l

g.002"

.003"

.002"

.003"

.002" Y

t _

33 e

j l'_o" X l'-O"

^

g GRID -

r g

.oo3"g.oo2" f

.002" d

KETCH OF OBSERVED CRACKS SC ALE. '/2"= l'-O"

.004" { _ 005"

.002"

. cot

LEGEND

( STA G E N o. )

/

(CRACK WIDTH)

STAGE DATE TIME PSI TEMR REMARKd I

!I-7-73 1550 0

55' NO CRACKS OVER.002" WIDE 2

11 7 3 113 5 14 70*

NEW CRACKS AS NOTED 3

Il-lO-73 0850 30 45' il li H

4

!!-11 -73 0 818 -

45 45' il II I

11 5

11-H-73 1750 59 50*

CHANGE AS NOTED 6

11-12-73 0020 68 45' NO CHAN k 7

ll-12-73 1550 59 70' il 8

Il-13-73 110 0 30 70*

CRACKS CLOSED AS NOTED 9

Il-14-73 0835 0

65' 11 I

il L

CONCRETE CR ACKING INSPECTION AREA No. 21 ELEVATION 515'- O" AZIMt.'TH 18 0' C

002"

__.002" g

. 0 03"

_...~

\\

y f

IL "Xl'-O"l O

GRID-e' i

i l

(

h, 1

.004" i

r g

.*r q

/

l l

I l

1 1 Dl A

I I

T u

I SKETCH OF OBSERVED CRACKS

\\

SC AL E. /' 2"= l'-O" x.co2" g

.coz"

.003"

.000" i

LEGEND

(

_ STA G E No. )

t (CRACK WIDTH) t_

STAGE DATE TIME PSI TEMP.

REMARKS I

11-7-73 1615 0

54' NO CRACKS OVER.OO2" WIDE 2

!!- 8-73 ll20 14 70*

NEW CRACKS AS NOTE D 3

11-10-73 0840 30 45' il 11 11 11 4

1r-11-73 0806 45 40' CHANGES AS NOTED 5

!!-11-73 170 0 59 50' NEW CR ACK AS NOTE'D 6

!!-12-73 0010 68 45*

11 Il 11 11 7

11-12-73 1540 59 70' NO CHANGE 8

11-13-7 3 1045 30 70' il 11 9

11-14 -7 3 0820 0

65' CRACKS CLOSED AS NOTED CONCRETE CR ACKING INSPECTION AREA No. 22 ELEVATION

.{" T-O" AZIMUTH 210' FIGURE 27

l-2 l

3 4

5 6

7 8

ql Ml i

9 i

d l

l

'd l

l l

MEASUREMENT POINTS STATION No I AZIMUTH 47*-30' POINT ELEVATION DISPLACEMEr.T (IN )

I 2

3

.005 4

5

.007.004.008 6

7 018 8

.009 STATION 006

010 No. 2 AZIMUTH 305' POINT ELEVATION DISPL ACEMENT(IN )

I 3E 2

3 4

6 !

012 6

.009 7

010l.017 8

STATION 007

\\

.010 0 11 I

No.3

.O(

AZIMUTH 65'

\\

l POINT ELEVATION DISPLACEMENT (IN ) l I

2 429'-

i 3

i 4

005 012 5

6 I

.014 7

018 8

022 9

.020 STATION

.018

. 0 11 No.4

.0 01 l AZIMUTH 305' POINT ELEVATION

\\

OISPlaCEMENT (IN )

I 2

429'-6" 3

4 0 01 5

0 11 6

007 7

008 8

007 9

010 006 002.011 LINER PLATE DISPLACEMENT i

MEASUREMENTS FIGURE 28 l

ll-

9.

1 s

l DEFORMATION MEASUREMENTS DURING W

CONTAINMENT PRESSURE TEST OF THE is s.

ARKANSAS NUC', EAR ONE

)

Ja UNIT NO. I n

n y,

ARKANSAS POWER AND LIGHT CO.

E

)

s FOR t

BECHTEL POWER CORPORATION a

k D

A

?

i

)

VJE No. 73374 December 18, 1973

)

,,,,e,--

O DEFORMATION MEASUREMENTS DURING CONTAINMENT PRESSURE TEST OF THE NSA EAR ONE Wi(

UNIT NO. 1 I

J FOR an y

BECHTEL PCVER CORPORATION y,

E I

December 18, 1973 D

s-t g

Invar wire extensometers were used for measurement of displace-r ments of the secondary containment structure during the air pressure a

8 test.

The some type of instrumentation had been used previously on A

6 g

nine containment structures oales condicions comparable to those of c

{

the Arkansas Unit One.

The measuring instruments were located entirely tI y

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 posi-tion and the " live" end attached to a spring-loaded frame incorporating a linear potentiometer, the entire system' spanning the distance to be measured.

y The springs used were the so-called " Negator" type that apply an essentially constant force independent of extension. The springs select-g

- ed applied a force of approximately 15 lbs. each, and they were used in matched pairs with a back-to-back mounting to avoid eccentricity. The invar wire diameter was.088 in, and the corresponding stress in the wire y

was about 5,000 psi.

W

)

The dead end of each wire was secured to a U-bolt fitted into a small steel plate that was rigidly secured either by welding or by j

concrete anchor bolts. The live end, containing the springs and in-NVi strumentation, was fitted with a swivel to allow directiona] adjust-ment, and was likewise secured by weliing or other means. The swivel I

J was tightened against mo"ement after alig ment, but the frame contained S

Y.

a red-end bearing (in effect anothet swivel) to avoid eccentric force on E

The wire was attached to the frame chrough a turn-

~

l the pot.ntiemetet.

)

s t

g buchte that was adjusted to ;.osition the potentiometer at the desired r

a zero setting.

3" Tbc potentiometers were the infinite resolution type with a total As g

travel of about 1.3 in The turnbuckles on each frame were adjatted to c[

provide for about 0.3 in of shortening and the remainder of the range tea for elongation. Current was supplied to the potentiometers by a constant-y voltage power supply delivering 1.F>$ volts through No.13 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, 1200 Series data acquisition system, incorporating a digital display millivoltmeter and a printing millivolt recorder.

In some of the previous installations, read-g ings were taken on both resistance arms of the potentiometers, that is, from Ene 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 ac urate within a few thousandths of an inch, so the single-arm procedure was adopted in the present case.

= %

)

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

approximately 1.268 volts.

Circuitry in the field installation per-j mitted continuous monitoring of the supply voltage and the initial voltage s,

[)

at each potentiometer.

Calibration factors, corrected from those in the y

a i

g laboratory, were then developed.

The data have been reduced on the basis 9

7' of 0.001 1h. per millivolt, which is within a few percent of the best-fit E

k) k data established from the calibration records.

t E

Each rea' ding consisted of a print-out by the recording miilivoltmeter r

a for each instrument, which required less than three minutes. 'Such readings k

b were repeated three times at each data collection time and repetitive print-j as outs and manual readings agreed within one or two millivolts.

cia e

Location of lustruments

[)

s Instrument locations conformed in general with those indicated on Bechtel Drawing No. SK-C-520, Rev. No. 2 Sheet No. 1.

Some minor devia-9 tions were necessary because of interference of piping or other equipment.

D The actual locations are noted.in the text and in Tables I through VI which record the measured displacements.

Of the 36 instruments installed, only one has been classified as mal-functioning. Gage No. D4 (measuring vertical displacement of the dome at 51.2 f t. from the containment centerline, azimuth 180*),showed widely variable response to changing internal pressure and was obviously malfunctioning.

The equipment hatch gages, No. El through E6, spanned from the cylinder wall to rigid interior members of the vessel.

Invar wire lengths were 35 to 39 ft.

Due to interference of equip' ment, Gage E5 was located at Elev. 365'-9" 2

0 3 m

D and Gage E6 at Elev. 368'-0".

Gages H1, H4, H7 (0* azimuth), H2, H5, H8 (150* azimuth), and H3, H6, H9 (180* azimuth) spanned from the buttress or cylinder walls to the is interior concrete structure, with invar wire lengths of 7 to 12 1/2 ft.

s, 3

J Gages H13, H16, H19 (0*/180* azimuth), Hil, H14, H17, H2O (60*/240* azi-ann muth), and H12, H15, H18, H21 (150*/330*) azimuth spanned t'he full dia-Y, meter between buttresses and walls. Again due to equipment interference E

1 D

s it was necessary to relocate Gage H10 (spanning the full diameter) to the n

I 5*/185* azimuth at Elev. 429 ft.

The uppermost gages in each case, H19, a

g H2O and H21, were approximately at the spring line.

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

N Three vertical gage lines were installed as follows:

1 i

No. V1 - Cylinder wall at Elev. 506'-6" (spring line) to Elev. 347.

e

)

'No. V2 - Cylinder wall at Elev. 506'-6" to cylinder wall at Elev.

426'-6".

No. V3 - Cylinder wall at Elev. 426 to cylinder wall at Elev. 347.

The data from Cage No. V1 was used to convert the dome displacements from the measured values to a reference at the spring line elevation.

Dome displacements were measured at azimuth 180* at four locations, J

using equally spaced chord increrxants from 3 feet from the apex (Gage No.

D1) to 57'-0" from the apex (Gage No. D4).

The invar wires terminated at the elevation of the secondary shield walls (Elev. 424'-6") at distances j

of 3'-0" to 15'-0" right or lef t of the dome attachments.

Angular correc-tions have been applied for these wires, and the measurements have been converted to vertical displacements at the point of measurement on the dome.

The total vertical displacements were then reduced by the vertical

)

movement shown by Gage No. VI (Elev. 347.to Elev. 506'-6"), so that the reported values are vertical displacements of clie dome referenced to the spring line.

W Two gage lines (Nos. C1 and C2) were installed on the shielding ss,

)

y floor. Wira lengths were 51'-o" and 50'-9".

The purpose was to in-a S

vestigate possible effects of pressure and temperature on the measur-e Y,

ing instrumentation, as well as to provide an x<er-all check on the 1

7 s

entire measuring and recording system so that ecrrections could be tn made, if necessary, to the data from the major installation.

The max-e imum change recorded for those control gagen during the entire test was 3

A 0.009 in.

Because of the small magnitude of theae changes, the data S

S g

have not been tabulated and have not been used as correction facters.

ia e

Discussion of Instrumentation 3

As mentioned earlier, the intent was to maintain the invar wires I

under a constant tension by the nec of a. flat-coil spring known as a

" Negator".

Laboratory tests show that the Negator spring does indeed 2

exert an essentially constant force regardless of amount of elongation.

However, in earlier previous installations, these springs showed hysteresis when the direction of movement changed from elongation to retraction.

Sev-eral extensometers were tested under different load-displacement arrange-l ments, some of which reproduced actual field measurements, with a true time scale of seven days-of continuous monitoring introduced in one test.

It was found that the change of load in changing from elongation to retraction, l

or the reverse, was 1.9 pounds.

It was also noted that when elongation was 1

resumed following retraction (or the reverse) the original force was again f

-s-

0 indicated. As noted previously, diameter of the invar was 0.088.

N Corresponding hysteresis correction for a force change of 1.9 lbs. was O.019 in. per 100 ft. of wire length.

VV s

This hysteresis, although of minor magnituda and subject to reason-s, y

able correction factors, has been a troublesome factor in previous in-a E

stallations.

In consequence, prior to the Arkansas Nuclaar Onu tests, e

Y, all p tentiometer frames were remodeled to reduce hysteresis and to mini-E

)

mize friction effects. All frames were completely dismantled, and all n

i e

of the Negator springs were individually calibrated and were then matched in pairs to provide uniform pull on each side of the potentiometer frame.

/L The Negator springs were then pinned to the rear drum to avoid ~any coiling I

or uncoiling at that drum.

The rollers that supported the front drum were,

i" removed and the previously used roller bearings were repla ed by stainless I

]

steel ball bearings located at both top and bottom of th'e drum.

The guide rod holes in the front channel were enlarged and teflon bushings were pressed into the guide holes. Along with this, tha guide rods were. cut 7

off at the front channel, and cap screws having a teflon sleeve were in-stalled.

Each extensometer frame was then calibrated in a lathe bed against a pair of 0.001-in. dial gages.

)

The input voltage for the field instruments was selected so that the "best fit" ratio was one-to-one between voltage change and displacement; that is, 1 millivolt equals 0.001 inch.

The laboratory calibrations showed that hysteresis had been reduced very substantially, and individual 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 VI do not include a hysteresis adfustment.

e,

i 9

Test Results Overall, the pressure test involved pressurization from 0 to 68.3 a

PSIG and down to O PSIG. After initial pressurization to 30 PSIG, W

j examination of equipment connected with the Integrated Leak Rate Test s,

was found to be necessary. The pressure was then reduced to 14 PSIG 3

y sn and the equipment was found to be operating successfully.

This de-e Y'

pressurizati + and e'uipment examination required some 19 hours2.199074e-4 days 0.00528 hours 3.141534e-5 weeks 7.2295e-6 months . At E

3 j

this point ization was continued with a hold period about 22 t

S hours at 30 e isa up cycle and about 20 hours2.314815e-4 days 0.00556 hours 3.306878e-5 weeks 7.61e-6 months at'59.3 PSIG on the r

a down cycle.

k D

Measured data are presented in the following tables.

A S

o Table I Equipment Hatch - Radial Displacements cia Table II Radial Displacements at 0*/180* Azimuth es

]

Table III Radial Displacements at 60*/240* Azimuth Table IV Radial Displacements at 150*/330* Azimuth Table V Vertical Displacements 3

Table VI Dome Gages - Vertical Displacement with Respect to Elevation 506'-6" Respectfully submitted, WISS, JANNEY, ELSTNER AND ASSOCIATES, INC.

/

uu_

Robert Krause Assistant Director of Power Services 1

J. A. Hanson Reg. Strue. Engr.

Ill. - 3651 I

D TABLE I EQUIPMENT HATCH GAGES - RADIAL DISPLACEMENT (INCHES)

GAGE NO El E2 E3 E4 E5 E6 ELEVATION 379' 373' 363' 363' 365 '--9 "

368' AZIMUTH 270*

270*

254*

260*

280 282*

DATE TIME PSIG

)

11/8 0250 0

.00

~

0815 10

.00

.01

.00

.00 1020 14

.01

.00

.01-

.01

.01 1455*

14

.01

.00

.02-

.02

.01

.01 1902 20

.02

.00

.03

.02

.02 2135 25

.02

.01

.04

.03

.02

.03 3

2350 30

.03

.01

.05

.03

.03 11/9 0532 14

.02

.01

.03

.02

)

1450*

14

.01

.03

.02

.01

'1746 20

.03

.02

.04

.03

.02

.02 2032 25

.03

.02

.05

.03

.02

.02 2355 30

.03

.02

.06

.04

.02

.02 7

11/]0 2230*

30

.04

.02

.06

.04

.03

.02

.)

11/11 0120 35

.04

.02

.06

.04

.03

.02 0357 40

.04

.02

.07

.05

.03

.03 0643 45

.04

.03

.08

.06

.03

.03 0914*

45

.04

.03

.0.8

.06

.03

.03 1158 50

.04

.03

.09

.06

.04

.04 f

1412 55

.05

.04

.10

.07

.04

.05 1608 59.3

.05

.04

.11

.08

.05

.06 1820*

59.3

.05

.04

.11

.08

.00

.03 l

2047 64

.06

.04

.12

.08

.06

.06 2307 68.3

.06

.05

.12

.09

.06

.0C i

.)-

TABLE I (Continued) i EQUIPM2NT HATCH GAGES - RADIAL DISPLACEMENT (INCHES)

GAGE NO El E2 E3 E4 E5 E6 ELEVATION 379' 373' 363' 363' 365 '--9" 368'

)

AZIMUTH 270 270*

254 260*

280 282 DATE TIME PSIG 11/12 0127*

68.3

.06

.05

.13

.09

.06

.06 0211 64

.06

.05

.13

.09

.06

)

0320 59.3

.06

.05

.13

.09

. 0 6'

.96 11/13 0308*

59.3

.06

.05

.13

.09

.06

.06 3

0341 55

.06

.05

.13

.09

.06

.06 0431 50

.06

.05

.12

.09

.06

.06 0526 45

.05

.11

.09

.06

.05

)

0629 40

.05

.10

.08

.05

.05 0740 33

.04

.09

.07

.04

.04 0912 30

.04

.08

.06

.04

.03 2

1150*

30

.04

.08

.06

.04~

.03 1323 25

.03

.07

.06

.04

.03 1432 20

.03

.06

.05

.03

.03 1623 14

.02

.05.

.04

.02

.02 1742 10

.02

.04

.03

.01

.02 l

11/14 0207 0

.00

.02

.01

.00 i

(

i 1

End of hold period.

l i

u y

y u-u-

u TABLE II 0*/180* AZIMUTH-RADIAL DISPLACEMdNT (INCHES)

GAGE NO Hl**

H3***

H4**

H6***

H7**

H9***

H10 H13 H16 1i19 ELEVATION 347' 348' 368'-4" 370' 400' 400' 429' 459' 489' 510' AZIMUTH 356 30' 182*

349*

180 356 180*

5*/185* 0*/180* 0*/180* 0*/180*

DATE TIME PSIG 11/8 0250 0

.00

.00 0815 10

.00

.02

.01

.00

.01

.00

.00 1020

,14

.00

.02

.01

.02

.01

.00 1456*

14

.00

.03

.02

.03.

.03

.01

.00 1902 20

'. 01

.00

.04

.03

.04

.02

.00 2135 25

.01

.05

.04

.05

.03

.00 2350 30

.01

.05

.04

.05

.03

.00 11/9 0532 14

.00

.01

.04

.02

.03

.04

.03

.00 1450*

14

.00

.0-

.03

.02

.00 1746 20

.01

.04

.03

.04

.03

.04

.02

.00 2032 25

01

.01

.04

.03

.04

.03

.00 2355 30

.01

.05

.0*

.04

.05

.03

.00 i

11/10 2230*

30

.01

.05

.04

.05

.04

.03

.00

^

4 u-m.

a

TABLE II (Continued) 0*/'.80 AZIMUTH-RADIAL DISPLACEMENT (INCHES)

GAGE NO Hl**

H3***

H4***

H6***

H7***

H9***

H10 H13 H16 H19 ELEVATION 347' 348' 368'-4" 370' 400' 400' 429' 459' 489' 510' AZIMUTH 456 182*

-349 180 356 180*

5*/185*

0*/180 0 /180* 0 /180*

DATE TIME PSIG 11/11 0120 35

.01

.05

.04

.05

. 04

.04

.03

.00 0357 40

.01

."1

.06

. 04

.04

.05

.04

,. 05

.03

.00 0643 45

.02

.01

.07

.04

.05

.04

.05

.03

.00 0914*

45

.02

.01

.07

.04

.05

.04

.05

.03

.00 1158 50

.02

.01

.08

.06

.07

.04

.00 1412 55

.02

.10

.06

.07

.08

.05

.00 1608 59.3

.02

.10

.07

.08

.06'

.00 1820*

59.3

.02

.10

.08

.07

.08

.06

.00 2047 64

.03

.02

.11

.08

.09

.07

.01 2307 68.3

.03

.02

.12

.09

.08 49

.09

.10

.07

.01 11/12 0127*

68.3

.03

.02

.13

.09

.08

.09

.10

.07

.01 0211 64

.03

.02

.12

.08

.09

.10

.07

.01 4

0320 59.3

.03

.02

.12

.08

.09

'O

.07

.01 i

1

.s y

f. _

TABLE II (Continued) 0*/180* AZlMUTH-RADIAL DISPLACEMENT (INCliES)

GAGE NO Hl**

H3***

II4 * *

H6***

H7***

H9***

H10 H13 H16 H19 ELEVATION 347' 348' 368'-4" 370' 400' 400' 429'

. 0*/180 0 /180* 0*/180*

459' 489' 510' AZIMUTli

-456*30' 182*

349 180 356 180 5'/185 DATE TIME PSIG 11/13 0308*

59.3

.02

.12

.10

.08

.12'

.11

.08

. '01 0341 55

.02

.12

.09

.08

.11

.08

.01 0431 50

.02

.12

.09

.08

.11

.10

.0d

.01 0526 45

.02

.11

.08

.07

.10

.08

.01

'0029 40

.02

.09

.07

.09

.10

.09

.07

.01 0740 35

.G1

.01

.08

.06

.08

.09

.08

.05

.01 0912.

30

.01

.07

.05

.08

.07

.05

.01 1150*

30

.01

.07

.05

.08

.07

.05

.01 1323 25

.01

.06

.05

.08

.00

.07

.05

.01 1432 20

.00

.01

.05

.04

.07

.05

.01 j

1623 14

.00

.04

.06

.04

.01 1F' 2

.0

.00

.03

.05

.06

.05

.04

.01 11/14 0207 0

.01

.00

.02

. 0 3.

.04

.03

.02

.01

End of hold period.

- Wall gage.

- - Buttress gage.

~.

b TABLE III 60'/240* AZIMUTH-RADIAL DISPLACEMENT (INCHES)

GAGE NO H11 U14 H17 h20 ELEVATION 430' 460' 490' 511' AZIMUTH 60*/240*

60*/240*

DATE TIME PSIG

)

~11/8 0250 0

.00

.00 0815 10

.02

.01

.00

.00 1020

. 14

.03

.02

.00

)

1455*

14

.03

.02

.00

.00 1902 20

.05

.04

.02

.00 2135 25

.07

.05

.03

.0C 2350 30

.07

.06

,03

.00 11/9 0532 14

.06

.04

.63

.00 1450*

14

.05

.03

.00 1

1746 20

.06

.05

.03

.00 2032 25

.07

.05

.03

.00 2355 30

.08

.06

.03

.00 11/10 2230*

30

.08

.06

.03

.00 11/11 0120 35

.09

.06

.03

.00 0351 40

.09

.07

.04

.00 0643 45

.11

.08

.04

.00 0914*

45

.11

.08

.04

.00 1158 50

.12

.09

.05

.00 1412 55

.13

.10

.06

.00 1608 59.3

.14

.11

.06

.00 1820*

59.3

.14

.11

.06

.00 2047 64

.25

.12

.07

.00 2307 6 <3. 3

.16

.14

.08

.00 l

)

TABLE III (Ccntinued) 60*/240* AZIMUTH-RADIAL DISPLACEMENT (INCHES)

GAGE NO Hll H14 H17 H2O ELEVATION 430' 460' 490' 511' AZIMUTH 60 /240*

60*/240*

60*/240' 60*/240

)

DATE TIME PSIG 11/12 0127*

68.3

.16

.14

.08

.00 0211 64

.16

.14

.08

.00 7

0320 59.3

.16

.13

.08

.00 11/13 0308*

59.3

.16

.13

.08

.00 0341 55

.16

.13

.08

.00 3

0431 50

.16

.12

.08

.00 0526 45

.' 16

.12

.08

.00 0629 40

.15

.10

.08

.00

)

0740 35

.14

.09

.08

.00 0912 30

.12

.08

.07

.00 1150*

30

.12

.08

.07

.00

?

1323 25

.11

.07

.00 1432 20

.10

.06

.00 1623 14

.08

.05

.00 1742 10

.08

.04

.05

.00 11/14 0207 0

.05

.02

.03

.00

End of Hold period.

?

~

y y

y u-u TABLE IV 150 /330* AZIMUT!I-RADIAL DISPLACEMENT (INCIIES)

GAGE NO H2**

115**

11 8 *

1112 H15 1I18 112 1 ELEVATION 348' 369' 399'-9" 431' 461' 491' 512' AZIMUTH 150*

150*

150 150 /330 150 /330*

150*/330*

DATE TIME

PSIG, 11/8 0250 0

.00

.00 0815 10

.00

.01

.00

.01

.00

.00 1020 14

.00

.02

.01

.02

.01

.00 1455*

14

.00

.02

.01

.02

.01

.00 1902 20

.00

.03

.04

.05

.02

.00 2135 25

.00

.04

.03

.05

.06

.03

.00 2350 30

.00

.04

.06

.07

.03

.00 11/9 0532 14

.00

.02

.05

.03

.00 1450*

14

.00

.02

.04

.05'

.03

.00 j

l 1746 20

.00

.03

.02

.04

.05

.03

.00 2032 25

.00

.03

.04

.05

.03

.00 2355 30

.00

.04

.03

.06

.03

.00 11/10 2230*

30

.00

.04

.05

.07

.03

.00 f

u y

y m

TABLE IV (Continued) 150 /330* AZIMUTH-RADIAL DISPLACEMENT (INCHES)

GAGE NO 11 2 *

II5**

II8 *

Ill2 H15 1I18 112 1 ELEVATION 348' 369' 399'-9" 431' 461' 491' 512' AZIMUTH 150 150 150 150*/330 150*/330*

150*/330*

150 *f330

DATE TIME PSIG 11/11 0'12'O 35

.00

.04

.06

.07

.03

.00 i

0357 40

.00

.05

.04

.67

.08

.04

.00 0643 45

.00

.06

.05

.08

.10 405

.00 4

0914*

45

.00

.06

.05

.08

.10

.35

.00 i

1158 50

.00

.07

.06

.12

.06

.00 1412 55

.00

.08

.07

.12

.14

.07

.00 1608 59.3

.00

.08

.14

.15

.08

.00 1820*

59.3

.00

.08

.14

.15

.08

.00 2047 64

~

.00

.08

.16

.09

.00 2307 68.3

.00

.09

.17

.18

.11

.00 11/12 0127*

68.3

.00

.09

.17

.18

.11

'.00 t

0211' 64

.00

.08

.09

.17

.18

.11

.00 1

0320 59.3

.01

.08

.17

.18

.11

.00

TABLE IV (Continued) 150 /330 AZIMUTH-RADIAL DISPLACEMENT (INCHES)

GAGE NO H2**'

HS**

HR**

H12 H15 111 8 H21 ELEVATION 348' 369' 399'-9" 431' 461' 491' 512' AZIMUTH 150*

150" 150*

150 /330 150*/330*

150*/330 150*/330*

DATE TIME PSIG 11/13 0308*

59.3

.00

.10

.08

.17

.18

.11

.00 0341 55

.00~

.09

.08

.17

.18

.1A

.00 0431 50

.00

.08

.07

.17

.11

.00 0526 45

.00

.08

.07

.16

.10,

.00 9629 40

.00

.07

.06

.16

.14

.10

.00 0740 35

.00

.06

.05

.14

.13

.09

.00 0912 30

.00

.05

.13

.12

.08

.00 1150*

30

.00

.05

.13

.12

.08

.00 1323 25

.00

.05

.04

.11

.08

.00 1432 20

.00

.04

.10

.07

.00 1623 14

.01

.03

.08

.05

.00 1742 10

.01

.02

.07

.06

.05

.00 11/14 0207 0

.01

.00

.01

.03

.00 0 End of hold period.

00 Wall gage.

O TABLE V AZIMUTH 73* VERTICAL WALL GAGES - DISPLACEMENT (INCHES)

GAGE NO V1 V2 V3 ELEVATION TOP 506'-G" 506'-6" 426' ELEVATION BOTTOM 347' 426'-6" 347' DATE TIME PSIG S

11/8 0250 0

.00

.00 0815 10

.01

.00 1020 14

.07

.01

.00 1455*

14

.02

.01

.00 e

1902 20

.04

.02

.00 2135 25

.05

.03

.01 m

2350 30

.06

.03

.01 11/9 0532 14

.03

.02

.01 p

1450*

14

.03

.02

.01 1746 20

. 0 3'

.02

.01 2032 25

.04

.02

.01 2355 30

.05

.03

.01 11/10 2230*

30

.04

.02

.01 11/11 0120 35

.05

.02

.02 0357 40

.05

.03

.02 0643 45

.06

.03

.03 0914*

45

.07

.03

.03 1158 50

.08

.04

.03 1412 55

.09

.04

.04 1608 59.3

.10

.05

.04 1820*

59.3

.10

.05

.05 2047 64

.12

.06

.05 2307 68.3

.13

.06

0, y $!??g

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TEST TARGET (MT-3) 1.0 0 m L34 5!!!E u

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MICROCOPY RESOLUTION TEST CHART

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IMAGE EVALUATION NNN TEST TARGET (MT-3) l l.0 l9 m E L4 f fff IEL23 l

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l.25 1.4 l.6 1

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6, MK ROCOPY RESOLUTION TEST CHART

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TABLE V (Continued)

AZIMUTH 73 VERTICAL WALL GAGES - DISPLACEMENT (INCHES)

D GAGE NO V1 V2 V3 ELEVATION TOP 506'-6" 506'-6" 426' ELEVATION BOTTOM 347' 426'-6" 347' DATE TIME PSIG

)

11/12 0127*

68.3

.13

.06

.06 0211 64

.13

.06-

.06 0320 59.3

.12

.06

.06 11/13 0308*

59.3

.12

.06

.06 0341 55

.12

.06

.06 0431 50

.12

.06

.06 3

0526 45

.11

.06

.06 0629 40

.10

.05

.06 0740 35

.09

.05

)

30

.08

.04

.04 0912 1150*

30

.08

.04

.04 1323 25

.07

.04

?

1432 20

.06

.04

.03 1623 14

.05

.03

.03 1742 10

.05

.03

.02

)

11/14 0207 0

.03

.02

.01

)

End of hold period.

e h

)

TABLE VI DOME GAGES - VERTICAL DISPLACEMENT (INCHES)

REFERENCES AT AZIMUTH 180' TO ELEVATION 506'-6" 3,. AGE NO D1 D2 D3 COMF. ELEVATION 543.5' 541.0' 534.9' COMP. DIST.FROM APEX 2.99' 20.82' 37.76'

)

DATE TIME PSIG 11/8 0250 0

.00

.00 0815 10

.04

.01

.02 1020 14

.06

.03

.04 1455*

14

.08

.04

.04 1902 20

.12

.07

.06 2135 25

.15

.09

.07 2350 30

.16

.10

.07 11/9 0532 14

.08

.06

.04

)

1450*

14

.08

.06

.04 1746 20

.12

.07

.06 2032 25

.13

.08

.06 2355 30

.15

.09

.07 11/10 2230*

30

.15

.10

.07 i

11/11 0120 35

.16

.10

.07 0357 40

.18

.11

.08 0643 45

.21

.13

.09 i

0914*

45

.20

.13

.09 1158 50

.23

.16

.11 1412 55

.26

.18

.12 1608 59.3

.29

.20

.14 1820*

59.3

.29

.20

.13 2047 64

.31

.22

.14 2307 68.3

.34

.26

.16

)

TABLE VI (Continued)

DOME GAGES - VEPTICAL DISPLACEMENT (INCHES) 3 REFERENCES AT AZIMUTH 180' TO ELEVATION 506'-6" GAGE NO D1 D2 D3 COMP. ELEVATION 543.5' 541.0' 534.0' COMP. DIST. FROM APEX 2.99' 20.82' 37.76'

)

DATE TIME PSIG 11/ 2 0127*

68.3 34

.26-

.16 0211 64

.32

.26

.15 0320 59.3

.30

.24

.14 11/13 0308*

59.3

.33

.24

.16 3

0341 55

.31

.24

.15 0431 50

.29

.22

.13 0526 45

.26

.21

.12

)

0629 40

.24

.18

.11 0740 35

.21

.17

.10 0912 30

.19

.14

.08 1150*

30

.19

.14

.08 1323 25

.17

.13

.08 1432 20

.15

.11

.06

)-

1623 14

.11

.09

.05 1742 10

.09

.07

.03 11/14 0207 0

.03

.02

.00

End of hold Period.

1

~ APPENDIX B

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1 Arkansas Power & Light Company Arkansa.i Nucicar One f

RECORD OF REVISIONS AND APPROVAL TO STATION PROCEDURES rocedure Number:

TP 150.59 rocedure

Title:

RB Structural Integrity Test RC Review Required?

Yes /)( /

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lEVIEW APPROVED NO.

COSD11TTEE DATE BY CO)1MENTS o

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assure compliance with the ANO Final If i

Safety Analysis Report and Technic'l

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L Far:n A-32 ARKANSAG POWEA S. LEGHT COMPANY INTnA COMr*ANY CORREISPONOGNmG Arkansas Nuclear One Russellville, Ark.

// 73 Mat 0RANDUM TO:

Station Test Coordinator Test No.

1"P / S co !i f - $ / Y FROMi Randy Culp AP&L Test Administrator

SUBJECT:

QA Documentation for Test Procedures l

The attached copy of the letter from the AP&L QC Engineer to me is verification that QA Documentation for the subject test procedure is in order.

Testing activity on this procedure may cou:mence.

RA ds

/

Randy Culp Test Administrator RC/gg c

l l

c.

C ARKANSAS POWER S. LIGHT COMPANY INTRA COMPANY CORRESPONDENCE Arkansas Nuclear One Russellville, Arkansas is' Oil f M73 MDIORANDUM TO:

Randy Culp FROM:

J. L. Orlicek

((O 'Ik

SUBJECT:

STARTUP TEST PROCEDURE TP-I have reviewed the QA Documentation for the Q-List items within the ccepc of the subject test procedure and no de-ficiencies were'noted.

Therefore, the-test may be scheduled as required.

JLO:mcc 5

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l Fom No. A-31 STATION TEST C00RDINATOR'S CHECKOFF SHEET

,/7 O. [ f PROCEDURE NO:

PROCEDURE TITLE:

I/

As per the requirements of the ANO Plan for Preoperational Testing, Appendix H, Paragraphs 6.1.1 A and 6.1.1 B,.this is to verify that:

1.

Construction is complete to the extent necessary for accomplishing this test.

2.

Items of equipment within the boundaries of the system and necessary for completion of this test are identified a

with a green " Equipment Turnover" tag as.per Bechtel Startup Manual, Tabic 6.

VERIFIED BY:

4y 7(

S0) tion /TpstCoordinator DATE:

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Foru Ko. A-17 l of-3

. ADDENDUM TO TEST PROCEDURE

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Procedure

Title:

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Title:

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ADDFNDUM AUTHORIZATION DATE

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O ADDENDUM TO TEST PROCEDURE Procedure No.

/ 50, 5 9 Procedure

Title:

.5 / r PAR.

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NO.

ADDFNDUM AUTHORIZATION DATE st

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c Test Procedure 6600-1-59 Startup System No. 59 b_

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i TEST PROCEDURE f

for the s

PERFORMANCE OF THE STRUCTURAL INTEGRITY TEST FOR THE REACTOR BUILDING of the ARKANSAS NUCLEAR ONE - UNIT'#1 for the ARKANSAS PONER AND LIGHT COMPANY 1

I L

BECHTEL CORPORATION SAN FRANCISCO, CALIFORNIA 94119 REVISIONS APPROVALS REV.

DATE

_ DESCRIPTION PREPAR,ED BY s

._0

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9.-28.7.3 General. Revisions I

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pggpARED BY

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DATE t a-. >

J REVIEWED BY

[2.or.03 -

DATE Iku n, b,#413

[Pt '3,19'73 REVIEWED BY DATE e

dJ'73 I

REVIEWED BY

/Cro-DATE i

TEST PROCEDURE HAS BEEN COMPLETED EXECUTED.

RESPONSIBLE ENGINEER DATE l

TEST RESULTS HAVE BEEN REVIEWED AND ARE SATISFACTORY.

APPROVED BY DATE AP&L DATE AP&L DATE AP&L DATE AP&L e

e I

u.

6600-1-59

- (.

PREFACE f

Documentation.

After satisfactory completion and acceptance of this test procedure, it shall be filed (with all supporting documents) in the Plant Historichl Record in accordance with the Plant Administrative Procedures.

Addendum._

Additions, deletions, and/or changes to this test procedure may be accomplished by means of an addendum.

An addendum may be required because of a design change or an in-adequacy in the original pr'ocedure.

Each addendum shall be reviewed and approved at the jobsite in accordanca with the Plant Administrative Procedures.

One or more addenda may be incorporated into this procedure (at some later date) by a revision.

n s'

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i iii.

o 6600-1-59 I

CONTENTS Section Page o

PREFACE iii 1.0 GENERAL i

2.0 DEFINITIONS 1

3.0 SCOPE OF WORK 1

4.0 DOCUMENTS AND DRAWINGS 2

5.0 PROCEDURE FOR SHELL DISPLACEMENT MEASUREMENTS 2

6.0 PROCEDURE FOR CONCRETE CRACKING INSPECTION 5

7.0 PROCEDURE FOR LINER PLATE DISPLACEMENT MEASUREMENTS 7

8.0 ACCEPTANCE CRITERIA 9

9.0 FINAL REPORT 9

/

4 9

i l

l I'

$dE # #

600-1-59 spavMk,y GENERAL 1.0

/

1.1 The structural integrity test shall be performed to demonstrate that the design and construction of. the p

reactor building is adequate to withstand postulated A.

pressure loads.

The internal pressure in the reac-i tor building shall be increased from atmospheric I

pressure to 1.15 times the design pressure in ap-proximately equal pressure increments and shall be E

'depressurized in the same increments.

The radial I

and vertical displacements of the reactor building structure shall be measured, and crack patterns and

{

crack widths on its exterior surface at prescribed locations of high stress shall be observed.

This data shall be recorded and compared with predicted response.

The variation in displacement of the liner plate shall be monitored, and examinations shall be j

made to locate areas of possible strain concentration.

j The test is to be supervised and directed by a test director to be designated by Engineering.

This t.e s t is to be coordinated with and performed in conjunc-tion with the primary reactor containment leak rate qff p9 jj j

3[$

test which is defined in Startup Standard No. 60.

q f-

';I l. 7.

(sic An,4I)

I l

2.0 DEFINITIONS I

2.1 Engineering shall refer to the Project Engineer of Arkansas Project, Bechtel Power Corporation, San Francisco, or his authorized representative (s).

2.2 Instrumentation Firm shall refer to the supplier of the reactor building shell displacement measuring system and corresponding services as defined in this procedure.

2.3 Construction shall refer to the Project Superinten-dent of Dechtel Power Corporation, Arkansas Muclear One Cons truction Site, Russellville, Arkansas or his authorized representative (s).

2.4 The Test Director will work with the ANO Station i

Test Coordinator and vill ab-ide by the same ANO testing policies which govern the STC.

b

?

3.0 SCOPE OF WORK This test procedure covers the work necessary to carry out I

the requirements listed below:

3.1 Reactor Building Shell Displacement Maasurements.

The overall surface displacement of the reactor build-ing nhall.be measured to determine:

i (P5 a.

The dimensional changes of the shell.

l b.

The pattern of diameter changes due to the presence I

6600-1-59 i

of buttresses, openings, and other features af-g fccting axisymmetry of the structure.

3.2 Inspection for Concrete Cracking I

Selected areas on the exterior concrete surface of the reactor building shall be visually examined for cracking due to pressurization up to 15% greater than the design pressure.

Crack patterns shall be ob-served and cracks that exceed 0.002 inch in width at I

select locations shall be measured and recorded.

3.3 Liner Plate Displacement f

The displacement of the liner plate between anchor 8

points shall be monitored at four selected locations, and a visual examination shall be made to locate areas of possible strain concentration.-

l 4.0 DOCUMENTS AND DRAWINGS The following documents and drawings shall be considered part of this test procedure:

r a.' Drawings - SK-C-520, Sheets 1, 2 and 3 f"5 f

b.

Data Test Log Forms - Figures 1, 2 and 3 5.0 PROCEDURE FOR SHELL DISPLACEMENT-MEASUREMENTS 5.1 Test Device Locations i.

l Deformations due to pressurization and depressuriza-I tion shall be measured by taut wire displacement l

measuring devices located inside ' the reactor building.

l The prescribed azimuths and elevations are shown on l

Drawing 6600-SK-C-520, Sheet 1.

In case the pre-scribed location of a displacement measuring device has to be modified due to interference with equipment, piping, and/or electrical trays, the new location of such device shall be approved by the test director. i The drawing shall then be modified to show the actually installed location of taut wire displacement measur-ing devices.

This modification shall be recorded in the test log and reported with the final results.

The measuring devices located inside the reactor build-ing shall be connected to an external power supply and read-out equipment by wiring extending through pene-trations E51 and E67 in the cylinder wall.

External

{P%

location of the power supply and read-out equipment l

pA Ti

,.yy shall be selected so an to miniminc interference with non-test site activitics and to allow communication f

l with the pressurization control puncl location.

Per-l istrata,.vc control during the test.

xr,

yj,/g' connel movement shall not violate arcas under.dmin-i f

l 5.2 Test Equipment 5.2.1 The Instrumentation Firm shall furnish taut wirn displacement measuring devicen, books and ac-cessories, re ad -out/ print-out equipment, and electrical cable for viring from the taut wire measuring devices to the read-out/ print-out y,a y

equipment.

I Construction shall install the equipment spcci-5.2.2 fied in Section 5.2.1, and shall furnish 2"x2"xh" taut wire anchor plates to be welded to the liner

/

/n/7li plate.

7,,

5.2.3 The Instrumentation Firm shall provide technical assistance to Construction durinq installation of the equipment specified in Section. 5.2.1.

,p//,,, d

?

t' g

5.2.4. Taut wire anchor plates shall be ue'.ded to the liner plate in accordance with Specification 6 600-C

'")4.

,f, y

r j

f 5.2.5 Taut wires and electrical cable shall be removed by Construction af ter completion of QL est./ /m t

9[fr=./ /'j /t l

5.3.3 Knowledge of thermal and/or pressure effects on the measuring systems shall be obtained prior to the test or shall be readily predicthble from / /'

/ V/V/d '

t the manufacturer's data.

.o i

1 --

5.4 Data Acquisition l

The' Instrumentation Firm shall be responsible for data acquisition during the structural integrity test.

5.4.1 Structural test data shall be acquired at the following pressure levels: O psig, 10, 14, 20, 25, 30, 35, 40, 45, 50, 55, 59, 64, 68, 64, 59,55 50, 45, 40, 35, 30, 25, 20, 14, 10, 0 psig.

Pressurization need not be halted while defor -

mation 03ta are obtained.

~l C ?

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5.4.2 The data acquisition system shail be chec ed for-correct performance prior to data acquisition.

All activities concerning the data acquisition shall be recorded in the data test log.

A mini-(PN mum of 3 (three) consecutive. sets of initial readings shall be recorded for all devices at different hours during the day.

The data points for each device'shall be compared for similarity.

Causes for divergence shall be determined and eliminated or the device shall be classified as j

malfunctioning.

gg j/ff/, p

/

i 5.4.3 Data acquisition during pressurization:

a.

At least three connecutive rets of data shall be recorded for all devices at the pressure levels specified under Section 5.4.1.

Time and' pressure shall be obtained from the pres-surization control panel and recorded in the /

data test log.

(CjO, ytt/]t)l b.

During the pressurization phase, data shall be evaluated and plotted graphically to dis-plLy the relationship between pressure and displacement.

](.jd g ///23[

l 5.4.4 Data acquisition during hold periods:

f l

At least 3 (three) consecutive sets of readings at a maximum of four hour intervals shall be ac-("%

quired and evaluated at. the start of the hold per-i iod, at the approximate midpoint, and at the end i i

i

.j,,7ypt[pg 6600-1-59 i

s i

of each hold period.

The hold periods shall be j

at 14 psig, 30 psig, 45 psig, and $9 puig going up, then at 68 psig, later at 59 psig, and at l

30 psig going down.

At peak pressure level,

-),

o [f data shall be prepared to enable comparisons to be made with predicted structural response

//

j 9g f valuce supplied by Engineering.

gig /2 d//d 1 j

/ '

I 5.4.5 Data acquisition during der.ressurizati'n:

o a.

At least 3 (three) rets of consecutive j

readings shall be acquired at each presp,ure

/

A/d level specified under Section 5.4.1.

{

b.

Following the pressurization test, all test equipment shall be left in place until the data have been reviewed and accepted by the t

yg3 test director.

5.5 Data Reporting 5.5.1 While the structural integrity test is being conducted, progress reports shall be submitted i

by the Instrumentation Fiua verbally to the i

test direct.or within 2 hours2.314815e-5 days 5.555556e-4 hours 3.306878e-6 weeks 7.61e-7 months af ter completion

//

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of each set of measurements.

/ f f

5.5.2 A report on the final results of the shell dis-placement measurements shall be submitted by the Instrumentation Firm to Bechtel Power Cor-

/

I b(C 9 poration, P. O.

Box 3965, San Francisco, Cali-h fornia, within 10 days af ter completion of the structural integrity test.

g g

I l

I 6.0 PROCEDURE FOR CONCRETE CRACKING INSPECTION

)

6.1 Location of Inspection Areas Concrete cracking shall be observed and recorded by Engineering at areas of discontinuities, openings, l

and equipment hatch thickened portion during pressure testing of the reactor building.

These areas are de-i scribed below and prescribed azimuths and elevations are shown on Drawing SK-C-520, Sheet 2.

i a.

The intersection of the reactor building wall andr

/

the base slab.

" M/ '" ~

4 rip l b.

The intersection of the reactor building wall and, the ring girder.

I The intersection of the reactor building wall,and l

f c.

I a selected butt.ress,

y j jl _71 _

I E

6600-1-59 i

/ Nill /ff/)7,-

i d.

The intersection of a selected buttress a d the base slab.

'} 31 fjf /y,fl The intersection of a selected buttress an'd the e.

ring girder.

T f?

/ //)/ 3.

I f.

The vicinity of the equipment hatch.

p_

gfjy2)_

l g.

Six areas on top of the ring girder in the vicin-ity of vertical tendon anchors.

jj jy j,3 h.

The areas around five hoop tendons on a selected buttress.

[

/_// r3 73 _

i.

Two areas on the reactor building dome.

,f y 7, j.

Three areas on the reactor building wall.,

,,j / jp 7 3_

f 6.2 Preparation and Test Equipment Construction shall prepare the inspection areas and fui-nish tes t ' equipment in accordance with the following j

reqdirements:

6.2.1 The inspection areas shall be free from. t p e.

}

6.2.2 Each inspection area shall be marked with f

foot square grid for easy plotting of _crac one jj j g 6.2.3 The insr.ection areas shall have good lighting for night time observation, having an intensity of not less than 40 foot candles.

/ /, f y 7]._

l 6.2.4 Five optical comparators (Peak Model No. 5 or i

equal) shall be furnished to measure the width of cracks.

-// A 2-

/

6.2.5 Access shall be provided to all inspectio., areas. j

\\

l 6.3 Method of Inspection

//y'/23.

/

j Inspection for concrete cracking and recording of data shall be performed by Engineering.

In case cracks are detected, optical comparators shall be used to measure i

their width.

Only cracks over 0.002 inch wide shall i

be recorded.

Sketches shall be made for each inspec-tion area showing the pattern, length and width of each crack.

The ends of cracks at each stage of pressuriza-tion 'shall be clearly indicated, so that further crack-i ing can be identified.

The same sketch shall be used for recording crack information at all pressure' levels.

l The crack data shall be recorded in the data test log,

{

Figures 1 and 2.

fy g A

~

g 6600-1-59 f

,,,pyc palt 6.4 Frequency of Inspection f

6.4.1 An initial inspection for concrete cracking shall be made before pressure testing.

In-i spections shall~also be made during pressuriza-tion and deprescurization hold periods, and i

after completion of the test.

Inspections shall begin immediately after the designated pressure i

has been reached ~.

Hold periods shall last for

>gf /M one hour or for such time as is necessary for pf recording crack information.

I 6.4.2 Crack inspection areas shall be examined at the following intervals:

f One to three days prior to commencement o Y.

a.

/

77

/ l / :t o

i pressure test.

\\

b.

During pressurization hold periods at 14, 30, 45, 59 and 68 psi.

Mw, 1/ /Y D gi

,i g n

/ ',f. gD I

c.

During depressurization hold periods at 59 and

/

30 psi.

d.

Within one day after completion of the pressure / /

l test.

-do,,

i 1./i/I 11 n/

n i

1 6.5 Data Reporting l

While the structural integrity test is being conducted j

progress reports shall be submitted verbally by En-gineering to the test director within 2 hours2.314815e-5 days 5.555556e-4 hours 3.306878e-6 weeks 7.61e-7 months after

,/

completion of each field inspection.

%d_S;_.r 1///y)

~

r 7.0 PROCEDURE FOR LINER PLATE DISPLACEMENT MEASUREMENTS 7.1 Locations The permanent liner plate displacement between anchors shall be measured by Engineering at 4 (four) easily accessible. locations.

The prescribed azimuths and eleva-tions of these locations are shown on Drawing SK-C-520, Sheet 3 and shall be adjusted as needed to meet the requirements of curvature and access.

7.2 Preparation and Equipment Construction shall furnish and inatall the following test equipment:

9 6600-1-59

,gg no b ptWE 7.2.1 Four measuring devices, consisting of stainless steel bars as shown on Drawing SK-C-520, Sheet 3, permanently attached to the liner plate by means f*N of two support brackets welded to the liner pl' ate.

Bracket material and welding to the liner plate shall conform to the requirements of Specifica-f/

tion 6600-C-304.

dta

<</,,i/7 5 e

g

/

'I 656-441[or 7.2.2 Four dial gages (Starrett Mcdel No.

equal, witn 1/2 inch, 1 inch and 2 inch extra length contact points).

The dial gages shall be tested for known lengths, and shall be cali-i i

i brated for possible errors prior to taking mea-

//

surements, rAYt o

/

//i// /H

[

//~/'

7.3 Method of Inspection l

t Measurement, inspection and data recording of liner plate displacement shall be performed by Engineering.

i i

7.3.1 The measurements shall be taken by dial

gage, reading the change in distance from. the bar to

/j the liner plate.

i,

-<% o

, /e/s/ 73

{!

'//

7.3.2 A visual examination shall be made in at least two places to locate areas of possible strain concentration in the liner plate.

Particular l

attention shall be given to arcas where nd(,,thepaint[yf7

{*N has cracked.

Each inspection report shall be completed l 'with

//

i 7.3.3 f

~

the following information recorded in the data j

test log, Figure 3:

l r

t' a.

Time and date of inspection s

j b.

Temperature c.

All dial gage readings I

r.

d.

Results of visual examinations 7.4 Frequency of Inspection I

/

The measurements mentioned above shall be taken at the following intervals:

E:

,~

7.4.1 One to three days prior to commencement of the pressure test.

<'/y> l.a //jd_

C

\\'

c1 7.4.2 At the end of the pressure test.

,,[j,j li

, /, / / /

(

.q s

t n

t1

-c-

?

6600-1-59 I

jpr!!{\\L ()ll($

(

g,o ACCEPTANCE CRITERIA h

8.1 Shell Diuplacement Measurements:

I The maximum allowable shell dis' placements are as follows:

a.

Wall - 0.5 inch b.

Dome - 1.0 inch 1

l 0.2 Concrete Cracking Inspection j

The maximum allowable crack width is 0.06 inch.

If the above limits are exceeded, pressuri::ation shall be halted and an immediate investigation shall be made by Engineering, i

9.0 FINAL REPORTING j

,g A final report summarizing the resu.1.ts of all measurements t

and inspections described in this procedure shall be sub-5

'p0 mitted by Engineering to Arkansas POWr & Light Conpany, 8

4 Little Rock,'ntegrity test.Arkansaswithin14davsaftercompletionofte[g

~

[ [ p

, y f f,_ _,

structural i s

t 6

5 s

I

_9_

TV LOCATION NO.

AZIMUTH ELEVATION I

f y AZIMUTH I

I l'-0" X l'-0" GRID ELEVATION STAGE CRACK LENGTH NO.

CRACK WIDTH t

Reference Dwg. SK-C-520 Sheet 2

~

DIsTE TIME TEMP STAGE P.S.I BY REMARKS 1

2 3

4 5

6 7

8 i

9 i

l i

h i

I

[_\\

l I

d\\ 8 / 3 /73 Issued for Structural Integrity Test R ^ e. ' 3 < ' L " ' I' I: .

th_\\ 5/14/7 3 Issued for Client Annroval RAC 'li' ' ', 'I p

l can nEvisions av a*

CH'M APP 4 N 6600-1 3

p.

STRUCTURAL INTEGRITY TEST fd DATA TEST LOG

?

CONCRETE CRACKING INSPECTION FIGURE 1

1 SHEET OF

~

s, 1,-0,,

X l'-0,,

i BEARING 4

GRID

- PTErE-l 4

1 C

A 1

v l

e

(

. 4.

O A

v o

e D

a

.b., _

'N E

.g I.

n l

v g

e, V

I Area to be observed i

for concrete cracking 2 '- #,

2 '. O '

g g

l BUTTRESS TENDON WALL g

FACE STAGE CRACK LENGTH NO.

CRACK WIDTH I

Reference Dwg. SK-C-520 Sheet 2 i

r l

DI.TC TIME TEMP STAGE li P.S.I BY REMARKS

\\

l i

2 3

4 I

5 6

7

~

8 9

)

. t 1.__

I 13/3/73 Issued for Structura1 Inteoritv S

Ac l '

Ol' I' '-

M 4/7 3 Issued Q _oast for Client Approval "A

CJ"' "': II'l c

f Revisions f

omis,=

ny CH'K APPR gp STRUCTURAL INTEGRITY TEST sos a..

6600-1

,jg'lpj.

DATA TEST LOG secciocs cuiot n..

act

,)

BUTTRESS CRACKING INSPECTION FIGURE 2

1

$HEET OF

~

I h

I u

i i

e i

i i

u

'u I

Ite ference Dwg. SK-C--5 20, Sheet 3 I

L STATION EICIATION AZIMUTH l

l 37,7E TIME TEMP.

BY l

2 3

4 5

6 7

8 I9 i

i l

l l

t t

STATION ELEVATION AZIMUTH i

r

(

.. p2T_R.__.T.J.UE_lEMP.

BY l

2 3

4 8;

6 7

R-4 l

+ - -

1 i

'[

P STATION ELEVATION' AZIMUTH i

i

~-

r

,, pisTE TIME TEMP.

BY l

2 3

4 5

6 7 I 8 9 _J i

l' i

l l

l A

I STATION ELEVATION AZIMUTH l

l9 6

7 9

. _ PIsT E tit 1E TEMP.

BY l

2__

3 4

5

/

l

.....I

EA/3 /73 Issued for Structural Inteority Test g 'ef. J'hl hr* [y, RA

-v>/14/7D Issued for Client Approval

%e 9/) h!! i?.' i '

l' o^'t nrvisions av.

en x l

area

{

soo n..

6 T i,0-1 secciots suioc a..

l acts

~

Figure 3 1

sHtcT of

LOCATIO!! NO.

l AZ It.iUTH ELEVATION _

l f

lr AZIMUTil l

~

l l'-0" X

l'-0" GRID ELEVATION

_ STAGE CRACK LENGTH NO.

CRACK WIDTH I

t i

i l

~

Reference Dwg. SK-C-520 Shoot 2 DATE TIME TEMP STAGE P.S.I BY REMARKS 1

l I

2 3

4 5

6 7

8 i

9

-i h

i L

dh D/3/73 Issued for Structural Integrity Test 4^ c. '?

l {

.I 4$ 5/14/7 3 Issued for Client Apnroyal RAc '. 6 Datt utvisions sv cw x area t

00-1

N 3

STRUCTURAL INTEGRITY TEST

?pgTid DATA TEST LOG

' " ' ' ' ' " ' " ~

I*

hi,L7 CONCRETE CRACKING INSPECTION

?

FIGUR_n 1

1 sH((T OF

ML19326B366

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