ML19316A240
| ML19316A240 | |
| Person / Time | |
|---|---|
| Site: | Oconee  |
| Issue date: | 10/29/1971 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| References | |
| NUDOCS 7912030354 | |
| Download: ML19316A240 (100) | |
Text
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l DUKE POWER C0MPANY l
OCONEE NUCLEAR STATION l UNIT 1 DOCKET No. 50-269 STRUCTURAL INTEGRITY TEST REPORT OF THE REACTOR CONTAINMENT BUILDING i
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l Prepared by:
Bechtel Corporation Gaie.hersburg, Maryland October 29, 1971 1 912 939 )g l
.o O TABLE "r CONTENTS PAGE NO.
- 1. UffRODUCTION 1-1
- 2. SL9HHARY 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 5-2 -
5.2 Concrete Strain 5-3 5.3 Concrete Cracking 5-4 .
5.4 Prestressing Tendon Forces 5-4
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5.5 Liner Strain 5-5 l
- 6. REFERENCES 6-1 1
APPENDIX l l
! 1. Deformation Measurements During Con-tainment Pressure Test Of The Oconee Nuclear Station Unit No. 1
- 2. Reactor Building Structural Integrity ,
Test (TP 1. A 150 2.5)
- 3. Concrete Crack Surveillance Program CTP 1 B 150 12)
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- TABLE OF FIGURES FIGURE 3-1 Reactor Building 3-2 Structural Integrity and Integrated Leak Rate Tests Pressure Cycle 4-1 Taut Wire Extensometer Location 4-2 Strain Measurement Location - Typical Section and Personnel Lock 4-3 Strain Measurement Location - Equipment Hatch 4-4 Stressing Jack Load Cell Locations and Concrets Crack Mapping Aryas 4-5 Stressing Jack Used As A Hydraulic Load Cell 5-1A Oconee Nuclea? Station Unit 1 Wall and Buttress Radial Displacements and Dome Vertical Displacements at 68 Psig 5-1B Point Beach Unit No. 1 Wall and Buttress Radial Displacements and Dome Vertical Displacements at 69 Psig 5-1C Palisades Plant Wall and Buttress Radial Displacements and Dome Vertical Displacements at 63.3 Psig 5-2 Equipment Hatch Deformations at Proof Pressure 5-3 Typical Wall Displacement VS. Pressure 5-4 Dome Displacement VS. Pressure 5-5 Buttress Displacement VS. Pressure '
5-6 Equipment Hatch Displacement VS. Pressure 5-7 Exterior Surface Concrete Strain Typical Section Proof Pressure 5-8 Concrete Strain VS. Pressure CG-09 5-9 Concrete Strain VS. Pressure CG-13 5-10 Concrete Strain VS. Pressure CG-15 5-11 Concrete Strain VS. Pressure CG-26 5-12 Concrete Strain VS. Preasure CG-10 5-13 Concrete Strain VS. Pressure CG-16 ,
i 5-14 Concrete -Strain VS. Pressure CG-19
'5-15 Concrete Strain VS. Pressure CG-22 5 Exterior Surface Concrete Strain Equipment Hatch Proof Pressure 5-17 Concrete Strain VS. Pressure CG-01 5-18 Concrete Strain VS. Pressure CC-02 5-19 -Concrete Strain VS Pressure CG-03 I
'G TABLE OF FIGURES (cont.)
FIGURE 5-20 Concrete Strain VS. Pressure CG-04 ,
5-21 Concrete Strain VS. Pressure CG-05 5-22 Concrete Strain VS. Pressure CG 5-23 Concrete Strain VS. Pressure CG-07 5-24 Concrete Strain 7S. Pressure CG-08 5 - 2," Concrete Crack Pattern Location No. 1 5-26 Concrete Crack Pattern Location No. 8 .
5-27 Concrete Crack Pattern Location No. 11 5-28 Concrete Crack Pattern Location No. 16 5-29 Concrete Crack Pattern Location No. 17 5-30 Concrete Crack Pattern Location No. 18 5-31 Tendon Lift-Off VS. Pressure Dome Tendon 1D26 5-32 lindon Lift-Of f VS. . essure Vertical Tendon 56 V 14 5-33 Tendon Lift-Off VS. Pressure Hoop Tendon 53 H 14 5-34 Tendon Lift-Off VS. Pressure Hoop Tendon 64 H 103 5-35 Liner Strain Typical Section Proof Pressure -
5-36 -Liner Strain VS. Pressure SFT 5 (SA) 5-37 Liner Strain VS. Pressure SFT -5 (SB) j 5-38' Liner Strain VS. Pressure SFT -5 (7A) l 5-39 Liner Strain VS. Pressure SFT -5 (7B) 5-40 Liner Strain VS. Pressure SFT -5 (10A) !
5-41 Liner Strain VS. Pressure SFT -5 (3A)
- 1. INTRODUCTION The Structural Integrity Test for the Unit I reactor building was con-ducted in conjunction with the initial Integrated Leak Rate Test during the time period starting on Thursday, July 29, and ending on Wednesday, August 4, 1971. 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 pressuru (proof pressure) for a period of not less than one hour.
In ;rder 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 conditions in addition to providing instructions for acquiring test data. ,
The monitoring instrumentation and equipment was checked prior to the test to assure the quality of the data. l l
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- 2.
SUMMARY
AND CONCLUSIONS The structural integrity test comprised the measurement of the structural behavior of the Unit I reactor building during the proof pressure test.
Test measurements included gross building deformations, concrete strains, concrete crack growth, prestressing tendon forces, and liner strains.
Measurement points were located along typical sec.tions 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 were close tp predicted values at peak pressure. Con-crete strains, where successfully measured, also increased linearly with pressure and were in substantial agreement with predictions along the typical section. Prestressing tendon forces did not ch .ge uniformly with pressure but remained below the proof overload applied at the time of tensioning.
Concrete cracking occurred in six of seventeen surveillance areas and the measured crack widths did not exceed 0.01 inches. The magnitude of concrete crack, observed during the test, is considered to be within reasonable
. expectations and da not affect the structural integrity of the reactor building.
Liner strains changed uniformly with pressure. No strains exceeding the nominal yield strain of the liner steel were recorded.
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 discontinuities is reasonable and that the design criteria covering concrete strain, prestressing tendon force and liner strain are satisfied.
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The results of the Structural Integrity Test for Oconee Nuclear Station.
Unit I were compared to the data, information, and conclusions recorded in Revision 1 of the Report On Containment Structural Test, B-S IT-4, Point Beach Nuclear Plant, Unit No.1, dated October 1970, and in the report for the Palisades Plant Containment Building Structural Integrity Test, dated November 1970.
The measurements and observations recorded during the Oconee Unit 1 test and the favorable comparison with the Point Beach Unit I and Palisades 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.
2-2
- 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 caelant system as defined in the Final Safety Analysis Report (Reference 1).
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 with a 1/4 inch thick welded ASTM A36 steel plate to . assure a high degree of leak tightness. Numerous mechanical and electrical systems penetrate the Reactor Building wall through welded steel penetrations.
Principal dimensions are as follows:
Inside Diameter 116 Ft.
Tnside 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 tifitness. The pressure cycle is shown in Figure 3-2. The proof pressure o. 67.8 psig, equal to 1.15 times design pressure (Reference 1), was specif.ed to assure that the reactor building had sufficient reserve strength. Proof pressure was held for a period of 1 hours1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> to record structural data. Leak rate was measured during the-hold periods at 29.5 and 59 psig.
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- 4. TEST PLAN AND PROCEDURES Test measurements were made at points on the reactor building which repre-sented both the regular areas and the regions of discontinuity to provide data on structural behavior during the pressure test. The measured para-meters consisted of gross structural deformations, concrete strain, pre-stressing tendon forces, concrete crack growth and liner strain.
Cross structural deformations were measured by taut wire extensometers which spanned opposite poi,nts 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, around the equipment hatch, vertical displacements along a typical wall section and over the dome. The layout of the extensometer system is sho'n w in Figure 4-1. A description of extensometers and their principles of operation is included in Appendix 1.
Concrete strains were measured by Carlson strain meters secured in collars ,
anchored to the exterior surface of the concrete and covered by an insulated enclosure. The strain meters were located to measure both hoop and meri- ,
1 dional strains along a typical wall section (including the dome) and hoop '
and radial strains around the equipment hatch. Strain meter layout and installation details are shown on Figures 4-2 and 4-3.
Prestressing tendon lift-off forces were measured by hydraulic stressing
- Jacks. Jacks were positioned over typical tendons from each group (hoop,
- dome, and vertical) at the locations shown in Figure 4-4. Details of the assembly are shown in Figure 4-5.
Strains on the interior and exterior surfaces of the steel liner were j i
measured with resistance-strain gages. The gages were located to measure two and three directional components of strain along a typical section of the structure and around the equipment hatch and personnel lock. Gage 2 .
locations are shown on Figure 4-2 and 4-3. , -j 4-1 i
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. lengths and widths of all visible cracks withi~n the areas were recorded at specified pressure levels.
The strain and deformation measuring devices were wired to indicating and recording equipment located adjacent to the reactor building. This equipment included an automatic . canning system to record deformation data, a manually balanced wheatstone bridge to measure Carlson strain
! meter resistance and a digital strain indicator to display liner strains.
The strain data as well as crack patterns and tendon lift-off data were manually recorded.
The structural integrity test and concrete crack surveillance were con-ducted Vn accordance with the procedures listed in Appendix 2 and in Appendix 3. ,
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- 5. TEST RESULTS The intent of the basic design criteria, as stated in the FS AR, is to provide a reactor building of unquestionable integrity that will meet the postulated design conditions with a low-strain predictable elastic response.
4 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 and that the design objectives relating to concrete strain, prestressing tendon force and liner strain are satisfied. Further, the test data confirms the validity of the analytical methods i 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 Unit 1 Reactor Building, the Point Eeach Nuclear Plant Unit 1 Containment and the Palisades Plant Containment. Figure; 5-1A, 5-1B, and 5-1C illustrate the predicted and measured deform-ations of the containments for the Oconee Unit 1, the Point Beach Unit No. I and the Palisades Plant at their respective proof pressures. The magnitude of the indicated displacements reflects the internal pressure difference between atmospheric pressure and the applied superimposed prc f pressure. The displacement scales used for the three comparative figures are not l identical. In particular, the radial displacements for Oconee Unit I are shown in a more exaggerated scale than the vertical displacements on the same figure and the displacements shown on the figures for Point Beach Unit No. I and for Palisades Plant. It is evident from Figures 5-1A, 5-1B, and 5-1C that the predicted and I mea /ured displacement values for the three containments are less than 0.2 inches for the cylinders and less than 0.3 inches at the dome apexes. As a result of the close e.greement between predicted and measures values (of the magnitude shown on the figures), the design objectives are sat-5-1
s isfied. Also, the average predicted strains for the containments are considered realistic since the prediction of an average displacement is derived from the appropriate integration of strain. The displacement-strain relationship was substantiated by the comprehensive test program conducted on the Palisades containment. r The displacement measurements for the three similar containments were made by almost identical techniques. Therefore, the accuracy of these measurements should be in the same range. The following appropriate dimensions, loadings and moduli of elasticity were used to determine the displacement predictions which were computed by the same methods and assumptions. Inside Inside Test ModulusofElasticigy Dia. Height Pressure Of Concrete (E x 10 psi) (Ft.) (Ft.) (psig) Analysis Test Palisades 116 189 63.3 5.4 8.9 Point Beach 105 164 69.0 5.4 6.4 Oconee 116 208.5 68.0 4.7 6.5 5.1 Reactor Building Deformation The radial and vertical ~ displacements, at proof pressure, of the Oconee Unit 1 Reactor Building are shown in Figures 5-1A and 5-2. There is good agreement between predicted and measured values at the typical wall and l dome sections. Radial deformations at the buttress section follow the expected trend with values near mid-height close to corresponding values on the typical wall. Closer to the ring girder and haunch, buttress deformations are -less than those along the typical wall, reflecting the behavior of the battress as a stif f vertical beam. Dome vertical displacements do not show as good an agreement with predictions as do those along the typical wall. This may be due to mov,ement of the operating floor at El. 861'-6" to which dome vertical deformations were l 5-2 ! i i
re fe renced. The deformation data listed in Appendix 1, Table 4, indicate that the relative vertical movement between the spring line and the operating floor is less than that between the spring line and a point on the wall at El. 800' (25 feet above the base slab), This data shows an-upward movement of .03 inches at the instrumented point on the eperating floor. The measured dome vertical displacements were adjusted to com-pensate for this upward movement. Outward deformations near the equip-ment hatch, Figura 5-2, show a regular behavior with larger deformations at greater distances from the stiff thickened section. The variation in deformation with pressure is illustrated for typical loca-tions in Figure 5-3 through 5-6. The relationships are essentia11/ linear. At the conclusion of depressurization all indicated deformations returned to within .01 inches of zero. Complete defermation data is tabulated in Appendix 1. 5.2 Concrete Strain Figure 5-7 shows predicted and measured exterior surface concrete strains on the 3000 typical section at proof pressure. There is good agreement be-tween predicted and measured strains at a few points. Measured data show-ing poor correlation with predicted values was due to loose connections between the Carlson meter mounting flanges and the concrete. Those meters which showed linear relationships be: ween strain and pressure generally indicated strains that were in agreement with predicted values. Measured strains which are questionable on the basis of the strain pressure relation-ship are indicated on the figure by points enclosed in parentheses. The strain data shown for CG-13 and CG-19 are opppsite in sign to the pre-dicted strains at those gage locations. Since the strain pressure relation-ships for these gages are otherwise reasonable, it is probable that the opposite sign values resulted from a crossover in the wiring. Also, the sign of the measured value at CG-10 is opposite to that of the prediction. The steep strain gradient in the vicinity of CG-10 would cause a significant , change in measured strain if the position of the Cartson meter were shifted slightly from the designated location. Alternatively,a wiring crossover 5-3
could be the cause of the sign change. Typical strain pressure relation-ships are shown in Figures 5-8 through 5-15. While the strain data for the typical section are incomplete, the measured deformations corroborate the available strain data in showing that strain; along this section were close to predicted values. Figure 5-16 shows measured strains in the equipment hatch area at proof pressure. The strain data for the hatch area are considered to be gen-erally reliable based on the strain pressure relationships shown in Fig-ures 5-17 through 5-24. The complex geometry of the hatch area precludes realistic predictions of strain by an elastic anaylsis . However, the trend of radial (with respect to the hatch) strain at the horizontal section is compatible with the measured outward deformations. The deformations increased with distance from the hatch indicating that the exterior surface of the concrete was in compression close to the opening and in tension at a greater distance from the opening. The strain measured by CG-5, 6 and 8 follow this predicted trend. The 364 microinch hoop strain measured at the top of the hatch (CG-3) prob-ably resulted from a slight opening of the construction joint which crossed under the Carlson meter. Figure 5-19 shows the relationship between strain and pressure at this point. A crack in the construction joint appears to have developed at a reactor building pressure of about 40 psig. 5.3 Concrete Cracking Observable concrete cracking occurred during the test in only six of the seventeed surveillance areas. The greatest measured crack width was 0.01 inches. Cracking patterns and observation data are recorded in Figures 5-25
.through 5-30.
5.4 Prestressing Tendon Forces Prestressing tendon lift-off forces measured during the test are plotted in Figures 5-31 through 5-34. With the exception illustrated in Figure 5-33, 5-4
there is little observable correlation between lift-off force and pressure. Friction between tendon and sheath probably accounts for this phenomenon. Reference 3 desertbes a similar lack of correlation between pressure and tendon lift-off force measured during the structural integrity test on the Palisades Plant Containment. The maximum lift-off force measured was 794,000 lbs. which is well below the 847,000 lbs. applied to the tendons during prestressing. 5.5 Liner Strain Predicted and measured liner strains at proof pressure are shown in Figure 5-35. Relatively little useful liner strain data was recorded during the test, due to a malfunction in the measuring system, which accounts for the small number of measured values plotted on the figure. In general, measured and predicted values are not close together. This trend, which is similar to that recorded during the test reported in Reference 3, is probably due to the local flexure in the liner between anchorages. However, recorded strain levels fall well below design allowable values. Liner strain pressure relationships are illustrated in Figures 5-36 through 5-41. The data plott'e d in Figure 5-36 is ty ical of that which was strongly affected by spurious signals impressed on the strain indicator system. The remaining plo.3 are illustrative of data considered useful for test purposes. i 5-5
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_, E1. 942, "
# E1. 943' ,
\
\
\
\
__. El. 920' E1. 919' ,j 1 i
,,__ E1. 899' :
1 e i 1 El. 879' 0 .05 .10 _._ !! 6a i i h RADIAL DISPLACE}!ENT ,' [ SCALE - INCHES 8
-- E1. 860' o
) i
- -ch 1 I
E ' E1. 839' , El. 840' [ , l E E1. 825' _ n : a l 1 _, El. 800' ~El.~799' [_
/
/
/
E1. 775' _ l 1 i
~
BUTTRESS SECTION . IJALL SECTIbri ~ TYPICAL. It' TYPICAL _ FICURE 5-1 A OCONEE NUCLEAR STATION UNIT - 1
' IJALL AND BUTTRESS RADIAL DISPLACEME!rfS s &. DOFF. < VERTICAL DISPLACElE}TfS.. AT ' 68 PSIG , .
e REFERENCE POINT (0 PSIG)
-- PREDICTED DSIPLACEMENT @ 69 PSIG REF @ MEASURED BUTTRESS RADIAL OR DOME Ag. N_
DATUM VERTIVAL DISPLACEMENT @ 69 PSIG
- TABLES II AND IV, APPENDIX l.
O MEASURED WALL RADIAL DISPLACEMENT y ,
@ 69 PSIG
- TABLE 1, APPENDlX l l l \
l -i
>- DEFORMATION I
OUTWARDS ,
~ = : : :
bk lo k h4 ci ha c. i r;i
!dd d 6
~ EL. 121'-6" g
.0" .5" DISPLACEMENT SCALE 1.0"
'\
\
EL. 98'-0"
.M NOTE: DOME VERTICAL DISPLACEMENTS ARE REFERENCED TO El.116 l
DISPLACEMENTS REPORTED IN APPENDIX l CORRECTED PER TEXT. EL. 8 2 '-0 " l o cg i e iI EL. 70'-6" {g
*o EL. 66'-6" l
EL. 50'-0" l
*O3
. I I
EL. 3 4'-0 " .I
*B
, /
- EL. 17'-6" y/
l ,
- FIGURE 5-1B OCONEE NUCLEAR STATION UNIT 1 i EL. O ' -0 "
l
- POINT BEACII UNIT NO. 1 WALL AND BUTTRESS RADIAL DISPLACEMENTS
& DOME VERTICAL DISPI.ACEMENTS AT 69 PSIG SOURCE: Figure 3.1, Report On Containment Structural Test, -B-SIT-4, Point Beach Nuclear Plant, Unit No. 1
REF. DATUM e REFERENCE POINT (0 PSIG)
-- PREDICTED DISPLACEMENT @ 63.3 PSIG o MEASURED WALL DISPLACEMENT g '
@ 63.3 PSIG
'g s Gi] MEASURED BUTTRESS AND DOME
<- g\ . DISPLACEMENT @ 63.3 PSIG
\
s >4__ 1 9 0 5a
\ .l DISPLACEMENT SCALE g EL. 739
\
NdTE: DOME DISPLACEMENTS l REPORTED IN REFERENCE 2 ARE CORRECTED g
, ,g EL. 711 i
EL. 688
<ig I
, ,g EL. 675 l
l l
<"~' EL. 638 g O g_
':_ l El. 635 I
EL. 618 4
, I -
I EL. 600 _j FIGURE 5-1C OCONEE NUCLEAR STATION UNIT 1 PALISADES PLANT WALL AND BUTTRESS RADIAL DISPLACEMENTS
& DOME VERTICAL DISPLACEMt.NTS AT 63.3 PSIG SOURCE: Figure 3.2, Report on Containment j Structural Tese, - B-SIT-4, Point 3each Nuclear Plant, Unit No. I
S m Y m 8 a ! 3 2 A u ALALQ 1
-! l 7 ou m .o ois m w u m ,,o n n u a o A
I
/'
1 . i ! .A i
, I
! I i
i I I 12- s2 i lL m L 7 : I E FIGURE 5-2 EQUIPMENT HATCH DEFORMATIONS
. AT PROOF PRESSURE
.10 c oc - - - -
*08 ' '-
\
j / l y _ j' d \ -^\ _ 6 f i Z
- *06 O2.--EL. 840' / / \\!
l On --EL. 799' /[ l g _ l q ,
/
t - 2 1 y .04 p. , h / b / g - e - -
- f f D
.02 '
5 _
/ -
0
.02 90 60 p -
u - I N E 30 g DATE 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 3 TYPICAL WALL CISPLACEMENT VS. PRESSURE
1 1 l
.25 '
l
~
.20 D -
D . y - 29' - 0a
/ ---
j v i' I
? .l5 .
t
/
w
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$ f 8; _ /E -
5 @ A .05 ) fl/ M :
/ -\
e a y
^ -
f 0 :
.05 90 60 c ,
m u 3 \ 2 t I f 30 _ c DATE l O 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 4 DOME DISPLACEMENT VS. PRESSURE
.10
.08 7%---
l , l l
\ -
Q k U i / z .06 -i / I I g 5
~
l
@[+-'EL.860'
%)
EL. 800'
/
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*02 1
/
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g ff g \
= -
\ -
0
.02 90 60 E c i =
f 30 _ v k
/
DATE
- I
~
7/29- 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 5 BUTTRESS DISPLACEMENT VS. PRESSURE
10 L 27' __ 19' 08 'k f'(D __ y - i - u 5 .06 I
' k
(- a a-z - _ 1 u 04 , j ,--- o ( N! / % -. - - -- - c *02 ) ~ f
\
\-
4 g// /
/ \
E _
s
\
8 ~\
- .02 90 60 c e
u o A s b 30 -
-a L
0 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 6 EQUlPMENT HATCH DISPLACEMENT VS. PRESSURE
0
- 2C555
==E
'il!.1 hr! $5=$-
csh' go>g 8
',ii ~~
a i js Ili!' n, f I h-jtuk"i s I tet **tt 3 a i ., l dji. e* s**~% N---- . -- ,3.:w , l -
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l 90 l l l 1 l 60 E C E! 3 l 0 E 30 - a k DATE O I I 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 8 CONCRETE STRAIN VS. PRESSURE
- CG 09
500 , - 400 - j _ 300 f z l 5 1 M i i .200 ! :- O l . [ QC .
! ht -
100
^'
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- '" -Np% , _g r - -100 .
90 60 c g-u ? C k & 30 .,
/
DATE I o 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 9 CONCRETE STRAIN VS. PRESSURE CG13
500 400 ! l l 300 it Z k R - l , 5.200 --- { 8. o u } . y
! ',nf _
100 A -q
/
\ -
0
)FW
~
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9
~
400 I 300 : Z ! 3 l _ a
. .200 b
u - _ 2 100
^
0 e 'v s v
-100 90 60 , e c .
m
$ 30 g L
0 f 7/29 7/30 7/31
^"
8/1 8/2 8/3 FIGURE 5 - 11 CONCRETE STRAIN VS. PRESSURE
- CG 26 l
4 l 300 I E - l 5 M -
, .200 l l
6 _ g E L. 775'-0" - i l ~-J 100 i l
--a, 0 --
j
-QL -% .
' % .4- -? j
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90 I 9 . 60
= r
/
a e L ' 30 - a 0 /~/ 7/29 7/30 7/31
^7" 8/1 8/2 8/3 FIGURE 5 - 12 CONCRETE STRAIN VS. PRESSURE CG 10
500 1 400 - l 300 $ Z l . R - l a _ M i _
, .200 ! g o I a - i i !
100
~
0 * ^ _ Y _ I
-100 90 60 g- c o i
N o w E 30 k OATE 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 13 CONCRETE STRAIN VS. PREdT IRE CG 16 J
500 400 ' l ~ l : l - i 300 ( 5
< _ I. -
E l 7 '200 o x u - . g - 2 100 l Q 0 "- ~ y '
'J O
-100 90 60 '
0- ' i u o a
!E 30 l a
0 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 14 CONCRETE STRAIN VS. PRESSURE CG 19
500 i
; 52'_
400 l l 300 k I g _ e;
. .200 O '
6 _ 3 100 0 %[ . _ A h Wy%[Ag
~
-100 90 60
- a. c 5
0; w if 30 a L
/
DATE 7/29 7/30 7/31 s/1 8/2 8/3 FIGURE 5 - 15 CONCRETE STRAIN VS, PRESSURE CG 22
MEA kpf D STR AINt304In. In NCCP AND RADIAL DIRECTIONS ARE wffH ff 5PECT TO ECulPvtNT MArcM w. w_ .- k~ i co-2 , i cG - 4 co - 7 x b b b WRIZONTAL SECTION C3-3 iOOP STRAIN CG-l 118
.A
! \
i i i
/
a vtRiiCAt StCri0n _ ,TR A,N co-s co -o co -a 323 HORIZONTAL SECil0N RADIAL STRAIN FIGURE 5-16 EXTERIOR SURFACE CONCRETE STRAIN EQUIPMENT HATCH PROOF PRESSURE
500 t I m ,
/ -
l . 400 -- _ { _ . . q._ _ _ 0 aii 300 - - Z 3 0;
. .200 O
x v - - 2 - 100 F "2 A ss
~
%i 0
j-y f-
-100 90 60 m c 3 ?,
f 30 i
) DATE
' I O
7/29 7/30 7/31 8/l 8/2 8/3 FIGURE 5 - 17 l CONCRETE STRAIN VS. PRESSURE l CG 01
500
~ -
' l 400
\y -- -
z 2 g - _ m .
. .200 i O
a: u - _ 2 100
#x - h .c su---.c -.
-3.:.
0
-100 l
90 1 l 60 c C u a C E 30 L DATE I . O 7/29 7/30 7/31 8/l 8/2 8/3 FIGURE 5 - 18 CONCRETE STRAIN VS. PRESSURE CG02
500 l 1 _ x - - t CONSTRUCTION JOINT 400 N N N _ i % _ 300 ! ,
" I I
Z l g - ; l < _
'200 e /
u - f _ 2 100 # f N c. f 0 Y
-100 90 60 E C u
fE 30 . I DATE 7/29 7/30 7/31 8/1 8/2 8/3 i FIGURE 5 - 19 CONCRETE STRAIN VS. PRESSURE CG 03 l l l
500 i 400 ; i l _ _ . . _ . . _ _ _. p 300 ! - Z '
'W 12' g -
1 W i i .200 O oc u - - 2 100 [: - ~ ; -,__,f .v o-0 l
-100 90 60 g c -.
3 lE 30 _ - l 0 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 20 CONCRETE STRAIN VS. PRESSURE CG 04
G l 300 5 g _ _ M
. .200 O
a: u - - 2 100
" ~
w~7 0 C w
^
-~ .; _-
f _
-100 90 60 c ,
e-I e L E 30 f 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 21 CONCRETE STRAIN VS. PRESSURE CG 05
500 j ,j f - Y' ~ 400 g l 300 z 5 - 0;
, .200 0
6 _ - 5 100 j: f5N%.A~ ~ ( + :=2
-100 90 i
60 m C ' 1 [ 5 is 30 a L DATE O 7/29 7/30 7/31 s/1 8/2 8/3 FIGURE 5 - 22 CONCRETE STRAIN ', S. PRESSURE CG 06
500 i
-f l * -
400 l S'
.I l
300 -- 5 g _ 0; i .200 9 u - - 2 100 , 7~l\p./' .A-:#h C -
~ . ,
p y-
-100' 90 60 e- c i
u o a b 30 .- a l o f/ 7/29 7/31 I 8/l 7/30 8/2 8/3 FIGURE 5 - 23 , CONCRETE STRAIN VS. PRESSURE CG 07
500
~
f' ._ l _ 400 f C' l 300 z g - m
. .200 -
_~~ joo yy /-. /~ Q--:- 0
/-
-100 90 60 e- c 5
m 5 30 - l L DATE 7/29 7/30 7/31 8/l 8/2 8/3 FIGURE 5 - 24 CONCRETE STRAIN VS. PRESSURE CG 08
31/2"
@ .002"
/
i b $
, (STAGE NO.)
(CRACK LGTH.) SKETCH OF OBSERVED CRACKS (CRACK WIDTH) SCALE: 1"= 1'-0" LEGEND STAGE AIR TEMP. F R . B. REC. DATE TIME REMARKS NO. EXT. INT. PSI BY 1 .7 /28/715:30pm. O No inital cracks; numerous air pocket breaks 2 7/30/719:00am' 72 = 70 29.5 No change 3 8/1/71 1:30am 73 47.4 Added (1) one crack about 31/2" long,less than .002" 4 8/1//1 3:10pm 84 68 Unable to locate crack found @ stage @ 5 8/2/71 10:00am 73 59 No change from stage (4) 6 8/3/71 1:08am 73 30 No change from stage @ 7 8/3 /71 2:10pm 90 0 No change from stage (4) t FIGURE 5- 25 CONCRETE CRACK PATTERN LOCATION NO. I
i 0 '-4 " CONSTRUCTION
.002" JOINT
\ /
\ ~
(STAGE NO.) p (CRACK LGTH.) SKETCH OF OBSERVED CRACKS V (CRACK WIDTH) SCALE: 1"= 1 '-0 " LEGEND STAGE AIR TEMP. F R.B. REC. DATE TIME NO. EXT. INT. PSI BY 1 7/28/71 6:30pm 0 No inital cracks 2 7/30/71 9:30am 72 2 70 29.5 No change from inital survey 3 8/1/71 2:15am 73 50 No change from inital survey 4 8/1/71 3:35pm 84 68 Added crack where constr. joint was grouted 5 8/2/71 9:25am 73 59 No change from stage @ 6 8/3/71'12:45am 73 30 No change from stage @ 7 8/3/71 1:51pm 90 0 No change from stage @ FIGURE 5- 26 CONCRETE CRACK PATTERN LOCATION NO. 8
b
/
/
= @
O'-8"
) .002" 1
x e
.. 3 ' -0
f
.002"
. .. / -
# .002" .0 2" i 1 1
I (STAGE NO. ) (CRACK LGTH.) . SKETCH OF OBSERVED CRACKS (CRACK WIDTH) SCALE: 1" = 1 '-0 " LEGEND STAGE AIR TEMP. F R.B. REC. DATE TIME REMARKS NO. EXT. INT. PSI BY 1 7/28/716:30pm 0 (2) long cracks .002" wide 2 ~7/30/71'9:30am 72 5 70 29.5 No change in width or length 3 8/1/71 1:45am 73 50 (3) new cracks observed; "A" increased to 0.010"_ 4 8/1/71 3:25pm 84 68 No change from stage @ 5 8/2/71 9:20cm 73 59 No change from stage @ 6 8/3/71.12:30cm 73 30 "A" decreased to 0.005"; no change for all ett ers 7 8/3/71 1:50pm 90 0 No change from stage (6) FIGURE 5- 27 CONCRETE CRACK PATTERN II LOCATION . NO.
i I CONSTRUCTION JOINT 1 Y $ g 4'-0" v, .002" I (STAGE NO.) (CoACK LGTH.) SKETCH OF OBSERVED CRACKS (CRACK WIDTH) l'-0" LEGEND l SCALE: 1"= STAGE AIR TEMP. F R.B. REC. NO. DATE TIME REMARKS EXT. INT. PSI BY 1 7/28/71 5:40pm 0 No inital cracks 2 7/30/719:30an5 72
- 70 29.5 No change from inital survey 3 8/1/71 3:10am 73 50 No change from inital survey 4 8/1/71 3:50pm 84 68 Added 4'-0" horizontal crack 0.002" wide 5 8/2/71 9:35cmi 73 59 No change from stage (d) 6 8/3/71 1:15am 73 30 No change from stage @
7 8/3/71 2:05pm 90 0 Stage @ crack now less.than 0.002" wide FIGURE 5 - 28 CONCRETE CRACK PATTERN LOCATION NO.16
I I 0'-3'i 4.002" Y b
/(STAGE (CRACK LGTH.)
NO.) SKETCH OF OBSERVED CRACKS (CRACK WIDTH) 1 ' -0 " LEGEND SCALE: 1"= STAGE AIR TEMP. F R. B. REC. DATE TIME REMARKS NO. EXT. INT. PSI BY 1 7/28B16:30pm 0 No inital cracks 2 7/30/719:30am. 72 2 70 29.5 No change 3 8/1/71 3:00aml 73 50 (1) Crack 3" long,less than .002" wide observed 4 8/1/71 3:47pm 84 68 No change from stage @ 5 8 /2/71 9:30am 73 59 No change from stage @ 6 8/3/71 1:10am 73 30 No change from stage @ ~ 3 7 8/3 /71 2:04pm 90 0 No change from stage @ FIGURE 5 - 29 CONCRETE CRACK PATTERN LOCATION NO. I7
I l k
'@ % Ng
;,6,,,
4'-0" 4 ' -0 " 2'-0"
@ .002" '
.002" y
.002" Z -
L
\ 4 oa
.002" 4 ' -0 "
.002" t t (STAGE NO.)
(CRACK LGTH.) SKETCH OF OBSERVED CRACKS (CRACK WIDTH) SCA LE. 1 "= 1 ' -0 " LEGEND STAGE TIME
^
- DATE REMARKS l N O. EXT. INT. PSI BY 1 7/28//16:30pm 0 (2) Cracks running through surv. area j 2 7/30/719:30am 72 % 70 29.5 No change in width or length 3 8/1 /71 2:45cm 73 50 (5) New cracks observed, all .002" wide 4 8/1/71 3N5pm 84 68 No change from stage @
5 8/2/71 9:30am 73 59 No change from stage @ l l 6 8/3//1 1:05cm 73 30 No change from stage @ 7 8/3//1 2:02pm 90 0 No change from stage @ l l l 5 - 30 FIGURE l l CONCRETE CRACK PATTERN I 18 I LOCATION NO.
820 l ! l 800 ; l i 3 _ a - 780 , i uI I l M - 1, O I
- u. ,
i 760 i %. ' O I l i W - e Q: - 3 i g ' ,a 'o-[:-- h # ,TC -f l Z _
\#k [l C 300 $ND J
l U ;^ 720 c- ': ' 120 $ END !, _ J 700 90 q l
- 60 "
/
9- l u r . a l 0 ( i E 30 - 3 ; l 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 31 TENDON LIFT-OFF VS. PRESSURE DOME TENDON ID26
~~~
820
, 1 800 6 - - -a 780 '
y' ! g - _ u. i 760 _ o J. S -
.A UPPER END Z 740 l\
N l- 4 l O -
'[ i ~]:%;.
i i Z [ [ 720
] l i
c-~- j 700 90 I I l 60 g- c ~ i E 3 0 I if 30 .- _ k DATE I O 7/29 7/30 7/31 8/l 8/2 8/3 FIGURE 5 - 32 TENDON LIFT-OFF VS. PRESSURE VERTICAL TENDON 56 V I4
820 i l 800
-h I i-g .
- :. J.c s a r _
,> ~~~ ~- 'O
_g C" l L B5 END 780 .
- I tu y _ _
i o u.
- u. 760 o \ '
J. y
\ < :y#S
~
c f -o Z 740 i -\ l Q B3 END z _ - 720 ~ 700 90 60 g- c - i u 3 2 > E 30 - a
~
, r/
7/29 7/30., 7/31 1-8/1 8/2 Ni 8/3 FIGURE 5 - 33 TENDON LIFT-OFF VS. PRESSURE HOOP TENDON 53 H I4
. l 820 ,
i 800 "5 _ _ 8 O
, 780 0
g _ _ u. I 760 9 ti; _ ._ 740 0
@ -f B4 END \
c- % 71 -
~ v 720 =-
700 90 g-60 c - I m E 30 g k DATE I O 7/29 7/30 7/31 8/l 8/2 8/3 FIGURE 5 -34 TENDON LIFT-OFF VS. PRESSURE HOOP TENDON 64 H 103
eea b Jr4% -p ,,g_ * H * * - FOM- m ,e,
!! I czou
?-:m I:? '
WhVO WM w
-- !g.!, . rjy4$
jf I C t E- O -
*; Etrr!:
. ib'! " .> 2
- i: U:)!.
=
- p. 4.. .
;..!!. ...! f ;'.
iwat!54 m
' N & 'e I$E g
** 4 - 4 i l e:
! I i f , . [f, 1 r - , ' 8' f" e \,,y i i
- 4 m. / '
i
\
? l4 Y 'i -
z e, g,/ j ! s, -* ,------ ----_. - - ___~~~- __ - p1, 81.m!
.s ,m
=~==
,(
s 1 i 4 3 F g _ a'
/
f I 8-
? 7iu I19 4 s.
I 8
' I I l} .*s Y3 L, .f ,
t
.;- !f , .
2 4 , l 4, e
, ; . ~
i
- C.
t t E - i u.1 1 l ( !' 5 l
'l, 3
I t I t I i
- i a ,I
, i 1 ,
1- : ' Y >
**1
[s l. 6 . ',
- i
-----------~------_-- . __'
E - I
**y ,s
... - s' _
1_ % - l s.,s ' i
. k! ,' -
g i 4 LX
* .' H <
68 . '/ i @ l - C. ! t .t ,3 N. 'I p,; l [ r . d I
;-a
. w L. ! L. . . - _ . . . -
1 i 1 i l l 2 ! 9 - 1 l
500 28' s 400 , l _ l 300 : c Z :
}
M
- l _
. .200 O
a: u - 2 l 100 . g Af w -# 5 W , i
-100 l 90 l
60 g - c a U 3 m
& 30 ,
L DATE I 0 ) 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 36 LINER STRAIN VS. PRESSURE l l SFT 5 ( 5A ) I
I 28' M; 400 l l 300 j z i 5 i - G
. .200 O
oc U - 5 100 #1 p a y+- 7 x k%3 _ f W 0
-100 I 90 60 g c i
N R 0 & 30 . L 0 ! 7/29 7/30 7/31 8/1 8/2 8/3 l l l FIGURE 5 - 37 I l LINER STRAIN VS. PRESSURE ! SFT - 5 ( 58 ) I l 1 1
a 500
~
48'} 1 400 ! _ j $ _ l 300 l Z : 3 M I ' i .200 O x u - _ 2 100 ' i 1 p -> - ! 0
^
A i 1 l
-100 l 1
l 90 60 e c u 1 3 1 C ff 30 - g k _ l DATE O // 7/29 7/30 7/31 I 8/1 8/2 8/3 FIGURE 5 - 38 LINER STRAIN VS. PRESSURE l SFT - 5 ( 7A ) l L
500 l g, - 400 v l 'N l 300 Z f 3 l m i i .200 0
- ^ -
100 f
/ -
0
-100 90 60 g < c i
5 a $ 30 a' k - DATE 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 39 LINER STRAIN VS. PRESSURE SFT - 5 ( 7B )
500 400 EL. 930'
~ -
j 300 {
? ~ I b
M ! i .200 l O u" _ l' 2 ! t,n/ 100 0 w-u_
-100 90 60 C E
i N 1 3 m
$ 30 _
L
- l O /~
7/29 7/30 7/31 DATE I 8/l 8/2 8/3 FIGURE 5 - 40 LINER STRAIN VS. PRESSURE SFT - 5 ( 10 A ) l 1
500
.a,_
400 ' 300 E -
~
I [ 10' e; i .200 - A c-O ' O _ - 5 '% j y - / t 0 g s-
-100 90 60 '
E lE 30 g
/ <
DATE I O 7/29 7/30 7/31 8/1 8/2 8/3 FIGURE 5 - 41 LINER STRAIN V 5. PRESSURE SFT - 5 ( 3A )
- 6. REFERENCES l
1
- 1. Final Safety Analysis Report, Oconee Nuclear Station l Units 1, 2 and 3, Duke Power Company
- 2. Integrated Leak Rate Test of the Reactor Containment Building, Oconee Nuclear Station Unit No. 1, Duke Power Company
- 3. Containment Building Structural Integrity Test, Palisades Plant, Consumers Power Company l
- 4. Report on Containment Structural Test, B-SIT-4, Point Beach Nuclear Plant Unit No. 1, Wisconsin-Michigan Power Company, Prepared by Bechtel Corporation, September 1970 l
6-1
4 APPENDIX 1 l l l l l l l I I i l l 1 l 2 l
> . . m.. .. . _ . . . .- . . . . - _ . . _ . _ . _ _ _ .- . ._ . .
..7 i
} , .-. i, i. 4 4 i
- 1. .
! DE7CPff.AT:C:I MEASU2E"/?;;TS DURI:!G i
- W- C u^.'n'"AT.".
. '. v_a'*. W "..;E'v~ar *"a~*.
. . . . 0." m.u.. . r.
. i S-1- s. OCONEE :!UCLEAR STATION J
a UXIT NO. 1 n n o l Y. E I s t-n e
?OR
!' a i S }.' A S S 1 > o t C l i i 4 a , t - e s. , DUKE PCWER CC:/PA'iY i a j i i 1f ' 4 i i 1-Sub=itted 'oy . I 1 i i g .
.. ,g , o.n . .-.s.y , s
.nac ~g,.. ..r.P. a- d n"o "0 CIA".c ' , ..'w'. .
i 330 Pfingsten Road
=
1
; . :; orth'orook,' !1'l inois 60062 4
l 1I Au6ust 23, 1971- .
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DZ7CRMATIC:! PEASURE!"TJTS IUDI::G CO iTAI:::E:7 PEES 3URE TEST CF THE 1 s CCCNEZ NUCLEAR STATIO:I S, J UNIT NO. 1 a n n e Y. E 1 s t n o r FOR a n d A . s S
@ f/U:-T PCVER COMPANY i
a t e S August 23, 1971 Invar wire extensc=eters were used for ceasurement of displace-l
\
=ents of the secondary containment structure during the air pressure 4 test. The same type of-instrumentation had. been used previously on five containment structures under conditions co= parable to those of the Oconee Unit. The =easuring instruments were located entirely in- i 1
side the structure, and vere connected to an external power supply and read-out equipment by viring extending through penetrations in the cylinder vall. Each extenseneter censisted of an invar vire spanning between selected points, with cne end (the " dead" end) fixed in position and the " live" end attached to a spring-loaded frame incorporating a linear potentio=eter, the entire systen spannine the distance to be =easured. I
The springs used were the so-called " Negator" type that apply an assentially constant force independent of extension. The sprines W i selected applied a force of 15 lbs each, and they were used in pairs s. J vith a back-to-back nounting to avoid eccentricity. Invar wire a n a dia=eters vere .0625 in for short spans and .088 in, for longer y. spans. Ccrresponding stresses in the wire were about 10,000 and I s 5,000 psi. t n y The dead end of each vire was secured to a U-bolt fitted into a g a s=all steel plate that was rigidly secured either by velding or by
/(
s concrete anchor bolts. The live end, centaining the springs and s
@ instrumentation, was fitted with a svivel to allow directional adjust-i
=ent, and was likewise secured by velding or other =eens. The svivel e
s was tightened against move =ent after align =ent, but the fra=e con-tained a rod-end bearing (in effect another svivel) to avoid eccen-tric force on the potentiometer. The wire was attached to the frame through a turnbuckle that was adjusted to position the potentic=eter at the desired sero setting.
, The potentiometers were the infinite resolution type with a l total travel of abcut 1.3 in. or 2.0 in. The turnbuckles on each.
l fra=e were adjusted to provide for about 0 3 in, of shortening and the re=ainder of the range for elongation. Current was supplied to the l potentic=eters by a constant-voltage power supply delivering 1.257 i volts through No.18 2/c cable. The output fro: the potentiometers s t . l t i l 1 1 I
r-was through a separate circuit of No. 22 2/c cable and this output W [S. vas =onitored by a LO-channel Ecneywell Model c20 data acquisition y syste=, incorporating a digital display =illivoltmeter and a print-a E ing millivolt recorder. In some of the previous installations, e y, readings were taken on both resistance arns of the potentioteters, E 1 s that is, from the viper to each of the two ends. These rendings t n y invariably showed that the su= of the two voltages is constant a within a few millivolts. In other words, the reading of a single g j( ars may be accepted as accurate within a few thousandths of an inch, S S g so the single-arm procedure was adopted in the present case. i
" Each instrument was calibrated in the laboratory against a e
S pair of 0.001-in, dial gages, using an input voltage to the poten-tic =eters of 1.291 volts. Circuitry in the field installaticn pernitted continuous monitoring of the supply voltage, and also the voltage at two individual potentiometer locations. Calibration factors, corrected frc= those in the laboratory, were then developed. The data have been reduced on the basis of 0.001-in. per milivolt for the shorter range instruments and 0.0015L for the longer ones. Each reading consisted of two print-outs by the recording n1111 voltmeter for each instrument. Each co=plete set of print-outs required less than one =inute. Each cc=plete set of readings was also ec pared manually with the digital display voltmeter. These readings agreed with the print-outs within one or two millivolts. L
Location of Instruments [ S Instrument locations conformed in general with those indicated S' on pertinent engineering drawings.* Sc=e =inor deviations were J ^ necessary because of interference of piping or other equipment. The n a y, locations are noted in the text and in Tables I through V which record E I the =easured displacements, s t n A total of seven instruments cut of the clanned 36 have been e - r a classified as =alfunctioning, and the data for these are not reported. 2 In all such cases, it is apparent that either =echanical or electrical A s s o difficulties existed in the gaging syste=, and that rejected gages did C { t not reflect the st.actural behavior of the containment vessel. I Tne equip =ent hatch gages, No.1 through No. 9, spanned frc= the cylinder vall to rigid interior =e=bers of the vessel. Invar wire lengths for Nos.1, 3, h, and 6 vere l'9" to 3'2". Nos. 2, 5, 7, 8, 9 ter=inated on a shield vall, with wire lengths of 36 ft. Nos. 7, S, and F (above the hatch) deviated fro = a true radial direction, but the angular corrections were found to be negligible. Gages 10 through 13 (90 azimuth) and 18 through 21 (O" a:i=uth) spanned fro = the buttress or cylinder valls to the interior concrete structure, with wire lengths of 5 ft to 11 ft. Gages lh through 17 spanned the full dia=eter between buttresses at asi=uth 90 /270 . Similarly, Gages 22 through 25 spanned the full diameter between cylinder
- Drawing 0-783, Revision 5, Reactor Buildine, Concrete Crack Surveillance; Structural Integrity Test.
.h.
valls at a:icuth 0 /180*. The uppermost gages in each ca:e were approxi=ately at the spring line. In all cases the measure =ents TV s reported represent changes in radius rather than in diameter. s, y Four vertical gage lines were installed as follows: a E No. 26 - Cylinder vall at Elev. 9h3 (spring y, line) to point of attach =ent of done gages at Elev. 861. E I s No. 27 - Cylinder vall at Elev. 943 to cylinder ke vall at Elev. 861. r a No. 28 - Cylinder vall at Elev. 861 to cylinder g vall at Elev. SCO.
/t No. 29 - Cylinder vall at Elev. 9h3 to cylinder l o
l vall at Elev. 800, j c i i i i The data fro = Gage No. 26 was used to convert the dome dis-O S place =ents frc= the =casured values to a reference at the spring. line elevation. Do=e displacements were measured at asi=uth 270 at four locations, using equally paced increments fro = the apex (Gage
,No. 30) to 43'6" from the apex (Gace No. 33) . The invar wires ter-
=inated at the elevation of the shielding floor (Elev. S61'6") at distances of 9'6" to ik'C" from the cylinder vall. The angular correction has been applied for these vires, and the censure =ents have been converted to vertical displacements at the point of
=casurement on the dc=e. The total vertical displacements were then reduced by the vertical move =ent shown by -_ce No. 26 (Elev. 861 to Elev. 9h3), so that the reported talues are vertical displacements of the dc=e referenced to the spring line.
J
- Three gage lines were installed on the shielding floor. Wire TV lengths vore fro = 29 ft to 37 ft. The intent was to investicate i
s 8- possible effects of pressure and temperature on the = ensuring instru-1 a =entation, as well as to provide an over-all check on the entire n n y, =casuring and recording syste= so that corrections could be =ade, if f S necessary, to the data fro = the =ajor installation. The maxi =un change recorded for the " floor gages" during the entire test was n e r i a 0.005 in. Because of the s=all ma6nitude of these changes, the data S have not been tabulated and have not been used as correction factors. A S s
@ Discussien of Instrumentation i
a t y As =entioned earlier, the intent was to =aintain the invar vires under a constant tension by the use of a flat-coil spring known as a " Negator." Laboratory tests show that the Negator spring does indeed exert an essentially constant force regardless of a=ount of elongaticn. However, these springs shev hysteresis when the direc-tion of =ove=ent changes fro =' elongation to retraction. Several springs were' tested under different load-displacenent arrange =ents, so=e of which reproduced actual field =easurements, with a true time scale of seven days of continuous =enitoring introduced in one test. It was fowr.d that the change of load in changing, frc= elongation to retra: tion, or the reverse, was 1.9 pounds. It was also noted that when elongation was resu=ed following retractica (or the reverae) the original force was again indicated. As noted previodsly, diaseters. of the invar wire were O.C625 in, for shorter spans and s
0.033 in, for long spans. Corresponding hysteresis correcticns for VV i a force change of 1.9 lbs are 0.037 in, and 0.019 in. per 100 ft, s s, of vire length. J n A certain " dead period" occurs in the measuring syste (for n O Y. . long wires only) when the direction of movement is changing. Data E I taken during this dead period have been cmitted in the tabulations s t g of displacements, and the hysteresis correction has been applied r a following this pericd. Within these gaps in the data a linear r interpolation with respect to pressure would doubtless be a close s 3 apprcximatien, c 1 a e t Test Results S The pressure test involved a single cycle of pressurisatien fres O to 08 PSIG and down to 0 PSIG, with a ho]i period of about 35 hours duraticn at 30 PSIG on the upward cy le and 22 hcurs duration at oO PSIG cn the downward cycle. Xeasured data, with correcticns 12 so=e cases as noted pre-viously, and with c=issicns during the dead pericd of the hysteresis - loop, are presented in the following tables. . The recording tines conform to instructions in docu=ent IP 1 A 150 2.h. Table I Equipment Eatch - Radial Displacements Ocble II Suttress Giges - Radial Displace =ent j i l Cable III Cylinder 'lall Gages - Radial I Displacer.ent l l
m 1 4 Table IV Vertical Displacenents W
- _ j Table.V De=e GaEes - Vertical Displacenent with Respect to Elevaticn.9h3' - 0".
s, J Respectfully sub=itted, a i n n g '4ISS, JA:GEY, ELS2;ER and ASSOCI/CES, INC. -
-E .
} J. A. Hanson t Director of Concrete Research n j
- e 'I r ,
j j a ;; . , . , 4 !. ~ , 'h: ) - v, 1y b Douglas McHenry ./ A / I .;l O' I/.: . -
,/*/. /.16 1 r ~- /
y Jack 3. Janney -f
,j, a /,/ Reg. Strue. Engr. -
Illinois - 2633 e - s J/Ji 'DMcH/JRJ/ia - O e h
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TABLE 1 EQUI?"ENT HATCH GAGES - RALIAL DISPLACE:S:7 (I:!CFEC) CAGE NC. 1 2 3 h 6 7 0 ILZV. 605'6" 805'6" 605'6" 605'6" 805'6" S30'6" 515'6" 100AT:02* 17'LT 9'LT. 2'LT. 17'RT. 2'Et 17'Up 2'Up JATE IT32: PSIG 7-29 1900 10 .01 .00 .00 .01 .00 7-30 0130 20 .02 .01 .01 .02 .01 0632 30 .Ch .01 .C2' .02 .01 .01 1030 30 .0L .01 .02 .03 . 01 .01 1h30 30 .0L .01 .02 .03 .02 .01 1830 30 .ch .01 .02 .03 .02 .01 2230 30 .0L .01 .02 .03 .02 .01 7-31 C630 30 .03 .01 .02 .03 .c2 .01 1030 30 .03 .01 .02 .03 .02 .01 IL30 30 .03 .01 .02 .03 .02 .01 1615 30 .03 .01 .02 .03 .02 . 01 21ho LO .0h .01 .02 .03 .02 .01 .01 6-1 0003 h5 .05 .01 .c2 .0L .02 .01 .01 0235 50 .06 .02 .03 .ch .02 .01 .01 0550 55 .06 .02 .03 .05 .02 .02 .01 OSLO 60 .07 .03 .03 .05 .03 .02 .02 11LO 65 .08 .03 .03 .06 .03 .02 .02 1455 68 .08 .04 .03 .07 .03 .03 .02 16LO 68 .08 .0h .0h .07 .03 .03 .02 2110 60 .07 .03 .03 .06 .03 .03 .02 8-2 0110 60 .07 .03 .03 .06 .03 .03 .02 0510 60 .07 .03 .03 .06 .03 .03 .02 0910 60 .07 .03 .03 .06 .03 .03 .02 1310 60 .07 .03 .03 .06 .0L .03 .02 1710 60 .07 .03 .ch .07 .ch .03 .02 1930 60 .07 .03 .ch .07 .0L .03 .02 2155 h5 .05 .03 .03 .06 .03 .03 .C2 S-3 00L5 30 .0L .02 .c2 .oh .02 .02 .01 OL26 15 .02 .01 .01 .02 .01 .01 .01 1255 0 .00 .00 .00 .00 .00 .01 .00
- Distance from opening, left and right frc= inside vessel
4 TABLE II BUTTRESS GAGES - RADIAL DISPLACEMENT (IUCHES) 0 ACE 30. 10 12 13 lb 15 16 17 ELEv. 800' 839' d60' 879' 899' 920' 9k2' AzIxuTH 90* 90* 90* 90/270* 90/270 90/270 90/270 DAS T33 PSIC 7-29 1900 10 .01 .00 - . 01 .01 .01 7-30 0130 20 .02 .01 .02 .03 .02 0632 30 .02 .02 .ch .0h .03 .01 1030 30 .02 .02 .0L .0L .03 .01 1h30 30 .02 .02 .ch .0h .03 .01 1830 30 .02 .02 .0L .0h .03 .01 2230 30 .02 .02 .0L .0h .03 .01 7-31 0630 30 .02 .02 .oh .0h .03 .01 1030 30 .02 .02 .0L .oh .03 .01 1h30 30 .02 .02 .0h .0h .03 .01 1615 30 .02 .02 .oh .0L .03 .01 21ho k0 .02 .02 .0h .05 .0L .01 8-1 0003 L5 .02 .02 .oh ,05 .0L .01 0235 50 .03 .02 .05 .06 .05 .01 0550 55 .03 .02 .06 .06 .05 .03 08ho
- 60 .03 .03 .07 .07 .06 .03 .02 1140 65 .03 .oh .07 .08 .06 .ch .02 1h55 68 .03 .oh .08 .09 .07 .0L .02 16ho 68 .03 .oh .08 .09 . 07- .05 .02 2110 60 ~ .03 .0L .08 8-2 0110 60 .03 .0h .08 0510 60. .03 .ch .08 0910 60 .oh .0L .08 1310- 60 .0L . 0h .08 1710 60 .0h .0L .08 1930 60 -.0h .04 .08 l 2155- h5 '. 0 L .0h .07 .07 .06 8-3 00h5 30 .03 ~. 0 3 - .05 .06 .05- .0h. .00 Oh26 15 .02 .01 .03 .0h- .03 .ch .00 1255 0 .00 .00 .00 .01 .00 .02- .00
v-TABLE III CYLI:iDER GAGES - RADIAL DIS? LACE:CC (I';CliES) GAGE :*0. 18 10 20 2h 25 ELEV . 799' 825' Sho' 919' 943' A23:UTH - .0* 0* 0* 0/180* '0/180* O A"'I OI:S PSIG l 7-29 1900 10 .01 .01 .01 .01 0130 20 .02 .03 .03 .01 0632 30 .03 .oh .0h .02 1030 30 .03' .0h .0h .02' 1h30 30 .03 .0h .0h .02 1830 30 .03 .04 .04 .03 , 2230 30 .03 .oh .0h .03 7-31 0630 30 .03 .0h .0h .03 1030 30 .03 .0h .0h .03 1h30 30 .03 .oh .0L .03 " 1615 30- .03 .0L .0h .03 21h0 ho .0h .05 .05 .03 .01 8-1 0003 h5 .05 .c6 .06 . .oh .01 0235 50 .06 .07 .07 .05 .01 0550 55 .06 .08 .07 .c6 .'01 OSLO 60 .07 .08 .08 .06 .01 11h0 65 .07 .09 .09 .07 .02 1h55 68 .08- .10 .09 .08 .02 16h0 68 .08 .10 .09 .03 .02 2110 60 .07 .10 .09 : S-2 -0110 60 . 07- .10 .09 0510 60 .07~ .10 w'
.09 l 0910 ~ 60 .07 .10 .09 1310 60 . 07 .10 .09
'1710 60 .0T- . .10 .09- l 1930 60 .07 .10 - -.09 l 2155 h5 .06- .08. .07 .06 .01 1 s l 5-3 00h5 30 .Ch .06 ' .05' .05 .01 ch26 15 . 02 . 03 - .02 .03 .01 {
1255 0 .00 .00 .00 .01 .01 l
.y -
y
-TABLE IV VERTICAL GAGES - DISPLACE?C-I!T (IUCliES).
GAGE ::0.- 26* 27** 29** ELrl. TOP 9h3' 943' 943' ILr/. aaTco:4 - 861' 861' 800' DATE TD'E PSIG 7-29 1900 10 .00 7-30 0130 20 .00 0632 30 .01 .03 1030 30 .01 .03 1h30 30 .01 .03 1830 30 .01 .03 2230 30 .01 .03 7-31 0630 30 .01 .02 .03 1030 30 .02 .02 .03 1h30 30 .02 .02 .03 1615 30 .02 .02 .03 21ho ho - .02 .03 8-1 0003 h5 .02 .03 0235 50 .02 .03 0550 55 .03 .oh OSho 60 .03 .0h - 11h0 65 .02 .03 .05 1h55 68 .03 .03 .06 l 16h0 68 .03 .03 .06 2110- 60 .03 8-2 0110 60 .03-0510 60 .ch 0910 60 .0h. 1310 60 .0h 1710 60 .05 1930 60 .05 2155 L5 .05 8-3 00L5 30 .03 00 .co Ch26 15 .01 .00 .01 1255 .0 .00 .01 .01 . j ~* ' Spring line to shielding ficor, asi=uth 270* i l i
** fon cylinder vall,'azir.uth 90*
[ ., l
s ' TA3LE V DOE GAGES - VERTICAL DISPLACES!!T (IUOVE3) F.EFERE'!OED TO ELE 7. Oh3' GAGE :!O. 30 31 ?2 '3 DISTA::CE FRC:! APEX O' 1k'o" 29'0" 43'6" Azinuth 270* 270* 270 270 DATE TIME PSIG 7-29 1900 10 .03 .02 .02 .01 7-30 0130 20 .05 .Ch .03 .01 0632 30 .08 .07 .07 .02 1030 30 .08 .07 .07 .c2 1h30 30 .08 .07 .07 .02 1830 30 .08 .07 .07 .02 2230 30 .07 .07 .06 .01 , 1 7-31 0630 30 .07 .07 .06 .01 1030 30 .07 .07 .06 .01 1h30 30 .07 .06 .06 .01 1615 30 .07 .06 .06 .01 21ho ho .09 .08 .06 .01 1 S-1 -l 0003 h5 .10 .08 .07 .02 l 0235 50 .12 .11 .09 .02 0550 55 .1h .13 .09 .03 CSLO 60 .16 .15 .12 .0h 11ho 65 .19 .17 .1h .05 1h55 68 .20 .17 .15 .06 16h0 68 .20 .17 .06
.15 2110 60 .16- .17 .1h .05 6-2 0110 60 .18 .17 .1h .05 0510 60 .17 .17 .13 .05 0910 60 .17 .17 .13 .05 1310 60 .17 .16 .13 .0h 1710 60 .17 .16 .12 .0L 1930 60 .17 .16 .12 .0h 2155 L5 .12 .12 .09 .03 6-3 00h5 30 .03 .CS .06 Ch26
.01 15 .0L .0L .03 .02 1255 0 .00 .00 .00 .00
e Q' APPENDIX ll l l l l 1 l l l l l s rr- o
FINAL OCONEE NUCLEAR STATION TP l A 150.2.5 REACTOR BUILDING STRUCTURAL INTEGRITY TEST 1.0 Purpose 1.1 To provide a procedure for acquiring the structural test data during the reactor building structural integrity test. The data will be used to provide direct verification that the structural integrity of the reactor building is equal to or great than necessary to sustain the forces imposed by an internal reactor building pressure of 115% design pressure (67.8 psig). 2.0 References 2.1 Oconee FSAR 5.6.1.2 & 5.6.1.3 2.2 Reactor Building integrated Leak Rate Test TP 1 A 150 3 2.3 DPC Drawings 0-78A through 0-78D 3.0 Time Required 3.1 Seven Days 4.0 Prerequ is i te Tes ts 4.1 All activities in this procedure shall be coordinated with the leak rate test, therefore . preparations for the leak rate test are prerequisites for-the structural integrity test. 5.0 Test Equipment 5.1 Strain data acquisition system 5.2 Carlson test set 5.3 Precision mechanical gage for measuring R. B. Internal pressure to be located adjacent to the strain data acquisition system or alternate location. 5.4 . Strain gages,-Carlson meters, and stressing Jack load cells, the' details and locations of. which are shown on DPC drawings 0-78A, B, C, and D. 5.5 Taut wire extensometer system (1)
6.0 Limitations and Precautions 6.i Some as required for leak rate test. 7.0. Required Plant Status 7.1 Same as required for leak rate test. 8.0 Prerequisi te System Condi tions 8.1 Same as required for leak rate test 8.2 Install Carlson strain meters on the exterior surface of the reactor building at the locations and in the manner illustrated 4 in Drawing 0-78A. . Wire the meters to switches and Carlson Test Set as prescribed by the vendor. Locate switches and test set adj acent to strain data acquisition system. Complete meter installation and wire-up at least six weeks pri3r to the start of the air test. 8.3 Relocate the input from all operating strain gages and strain gage devices to data system cabinet No. 1 (to facilitate data acquisition during the air test). Set gage factor selector on the strain Indicatnr to 2.00 (stated gage factor is reduced by lead wire resistance) and balance all inputs, except load cells, to zero indicated strain immediately prior to test. 8.4 Disconnect balance circuitry in load cell input channels and a break the unswitched common power buss in each decade module with an SPST switch operated at the front of the cabinet. 8.5 Complete system modifications and' input reassignment at least six weeks prior to the air test. 4 8.6 Record strain gage, Carlson strain meter and stressing jack load cell data at the beginning and end of each working day-starting immediately af ter final hookup of the devices, j Note that Carlson meter data consists of sum and. ratio figures. l Supply meter constants with first da transmittal. 8.7 Record ' Insulation resistance of all' strain gage devices. ! Disconnect from the system any device with an insula' tion resistance that is erratic and/or below one megohm. Note that the' unswi tched - (2)
. + (common) exictation lead of a device must be disconnected from the system prior to measuring the insulation resistance of that device. 8.8 Check the calibration of the strain data acquisition system and Carlson test set in accordance with procedures given in the operating manual. Adjust system calibration as required. 8.9 Data recorded prior to the air test will be evaluated to deter-mine the degree of reliability of the measuring devices and systems. Those devices and systems which prove unreliable during the evaluation period will be replaced, if feasible, or omitted from consideration during the air test. If the unstable sensor is a strain gage device, disconnect that sensor from the strain data acquisition system. 8.10 Install taut wire deformation system. 8.11 Attach precision pressure gages to stressing jacks and calibrate in accordance with Prescon recommendations. Preliminary strain gage load cell data indicates that at least four stressing jack load cells will be required. 8.12 Assemble stressing jack load cell and install on structure per Drawing 0-78C one week prior to air test. Pull the stressing washer approximately 0.1 inches off its seating and set the dial indicator stem to mid-travel. Set the dial indicator bezel to read zero. 8.13 Within two (2) hours of the start of pressurization, balance the output of all instrumented reinforcing bar sensors and liner strain gages to zero indicated microstrain. Confirm that the 1 system gage factor dial is set at 2.00. 8.14 If the leak rate data system is not located in the same room as the structural test data system, provide a clock and precision pressure gage. (measuring reactor building internal pressure) l adjacent to the structural test system. Also, provide for 1 i telephone communication between the two system locations. j 9.0 Test Method i 9.1 Record' data for all strain ~ gage sensors, Carlson strain meters l
. and taut wire extensometers wherever the rate or direction of (3) j l
pressurization is changed at the beginning and end of all hold periods, every four (4) hours during hold periods, every four (4) hours following completion of depressurization for a period of 24 hours (except taut wire system) and at the following pressure levels: During pressurization: 0, 10, 20, 40, 45, 50, 55, 60, 67.8 During depressurization: 67.8, 45, 30, 15, 0 9.l.1 Strain Gage Sensors Record Indicated microstrain twice, first scanning system channels in ascending order and then in decending order. Record time and reactor building internal pressure at the beginning and end of the complete double scan. Check system calibration immediately prior to the start of the double scan and adjust as required. 9.1.2 Carlson Strain Meters Record meter resistance and meter ratio twice, first scanning the rotary switches in ascending channel sequence and then in descending sequence. Record time and reactor building internal pressure at the beginning and end of ' the complete double scan. 9.1.3 Taut Wire Extensometers Record data twice and record tinn at start and end of complete data sample. 9.2 9.2 Record data for all stressing Jack load cells whenever the rate or direction of pressurization is changed, at the beginning and end of all hold periods, every four (4) hours during holt' periods, every four (4) hours following completion of depressurization for~a period of 24 hours and at the following pressure levels: During pressurization: 0, 15, 45, 60, 67.8 During depressurization: 67.8, 45, 30, 15, 0-9.2.1 Observe the following procedure for the operation of
' stressing Jack load cells:
9.2.1.1 Bleed ram pressure to give a dial Indicator reading of .025 inches (tendon contraction) . 9.2.1.2 ' increase ram pressure to return dial Indicator reading
-to zero and record indicated pressure to the nearest
-(4)
estimated 10 psig. Record time. 9.2.1.3 If dial indicator overshoots zero, bleed and repressurize. Do not record data on overshoot. 9.2.1.4 Repeat operation to obtain two sets of pressure data. 9.3 During pressurization, reduce and plot Carlson strain meter data and taut wire extensometer readings immediately following data acquisition. Compare measured strains, and deformations with predicted values and immediately inform the test director if the measured strains and/or deformations at any point become unreasonably large. 9.4 Reduce, plot and evalute all test data prior to disconnecting and removing sensors. 10.0 Data Required 10.1 See requirements under " Test Method " 11.1 Acceptance Criteria 11.1 The reactor building is acceptable if the test data demonstrates ! that the reactor building integrity is not breached. l 1 l 1 12.0 Test Procedure i 12.1 See procedures under " Test Method." 13.0 Enclosures 13.1 Form DA1 13.2 Form DA2 13.3 Form DA3 'l l l (5)
- O P
DUKE POWER COMPANY REACTOR BUILDING STRESSING JACK LOAD CELL DATA TENDON MK, NO. RAM NO. RAM PRESS. TENDON FORCE R. 8. PR ESS. PSI LBS. PSI 4 OCONEE UNIT ONE'- FORM DA2
DUKE POWER COMPANY REACTOR BUILDING STRAIN GAGE READINGS GAGE NO. GAGE FACTOR . LEAKAGE TO GROUND e E IST, 2ND 3RD AVERAGE w w READING R EADING READING M IN/IN I I I l l I I I l l l l I I I I I I I I 1 l l y TENSION - COMPRESSION OCONEE UNIT ONE FORM DA3 l
4 i APPENDIX lll l 1 i l 4 l 1 1 1 I 1 j
FINAL OCONEE NUCI. EAR STATION-TP 1 B 150 12 CONCRETE CRACK SURVEILLANCE PROGRAM 1.0 Purpose 1.1 This procedure covers work necessary to measure and record concrete cracking patterns during the reactor building structural integrity test. 2.0 Re ference s 2.1 Oconee FSAR, Section 5.6.1.2 2.2 Reactor Building -k Rate Test TP 1 A 150 3 2.3 Reactor Building St- r est Integrity Test TP 1 A 150 2 2.4 DPC Dwg. 0-78D 3.0 -Time Required The structure shall be examined at the following stages: 3.1 Stage 1: One to three days before the structural integrity and leak rate test. 3.2 Stages 2, 3 and 4: At 29.5, 50, and 67.8 psig during pressurization of the structure. 3.3 Stages 5 and 6: At 59 and 30 psig during depressurization of the structure. 3.4 Stage 7: Within 1 day after the complete depressurization of
. the structure.
'4.0 Prerequisite Tests 4.1 This program is initiated shortly before the start of the structural integrity and leak rate test and is concluded within one day after the test. Therefore, -preparations for the structural integrity and leak rate test are prerequisites for this program.
5.0 Test Equipment 5.1 Hand optical comparators q (1) j
5.2 Tape measures 5.3 Cameras 5.4' Adequate lighting for measuring cracks at night. 5.5 Appropriate access to inspection areas. 6.0 Limitations 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. 7.0 Required Plant Status 7.1 Same as required for the structural integrity and leak rate tests. 8.0 Prerequisite System Conditions 8.1 Same ag required for the structural integrity and leak rate tests. 9.0 Test Method 9.1 The initial inspection will be visual. 9.2 The areas to be inspected for cracks are shown on DPC drawing 0-78D. 9.3 If cracks are found by visual inspection then a hand optical comparator will be used to measure the crack width. 9'. 4 Only typical cracks will be recorded; however, this will inc1'ude cracks of maximum width, in whichever area they occur. 9.5 Sketches will be made of the area where cracks are observed, together with photographs, if the pnotographic technique will clearly show the observed cracks. 9.6 ' The enclosed reporting form will be used for sketches of cracks and related data. The' sketches will indicate:
- a. . Location of inspection area
'b. Stage, ' time, and date of inspection as listed under " Time Required."
- c. The' width, length, orientation, location and. estimated' number.of cracks in the particular area.
10.0 : Data Required 10.1 See. requirements under " Test Method." (2) E
11.0 ' Acceptance Criteria e 11.1 The reactor building is acceptable if the test data demonstrates that the reactor building integrity is not breached. 12.0 Test procedure 12.1 See procedures under " Test Method." i-t 13.0 Enclosures 13.1 Form CCD-1. 1 5 s i
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AZIMUTH ELEVATION LOCATION NO. P s l l (STAGE NO.) (CRACK LGTH) SKETCH OF OBSERVED CRACKS (CRACK WIDTH) SCALE: 1" = LEGEND STAGE AIR TEMP.
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R.S. REC. NO* DATE TIME REMARKS EXT. PSI SY INT.
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9 a e l CONCRETE CRACK DATA OCONEE UNIT ONE REACTOR BUILDING UNIT 1 FORM CCD-1 6-71}}