ML19322C168: Difference between revisions
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observed at other locations. The concrete at locations 2 and 10 is uncoated. | observed at other locations. The concrete at locations 2 and 10 is uncoated. | ||
Crack widths recorded during the test did not exceed . 010 inches and most were less than . 005 inches. The cracks were generally oriented in the meridional and circumferential directions. Most of the cracks mapped during the pressure cycle were extension s of those present prior to the start of pressurization, which indicates that the cracking initiated from surface temperature and/or shrinl: age stresses. The crack patterns mapped on the Unit 2 and Unit I reactor buildings are generally similar. | Crack widths recorded during the test did not exceed . 010 inches and most were less than . 005 inches. The cracks were generally oriented in the meridional and circumferential directions. Most of the cracks mapped during the pressure cycle were extension s of those present prior to the start of pressurization, which indicates that the cracking initiated from surface temperature and/or shrinl: age stresses. The crack patterns mapped on the Unit 2 and Unit I reactor buildings are generally similar. | ||
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Revision as of 20:07, 18 February 2020
| ML19322C168 | |
| Person / Time | |
|---|---|
| Site: | Oconee  |
| Issue date: | 09/20/1973 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| References | |
| NUDOCS 8001090577 | |
| Download: ML19322C168 (57) | |
Text
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Rewfatory Fils Cy. a : w. u .,, u r :::.4 P-Ja -7 3 DUKE POWER COMPANY OCONEE NUCLEAR STATION N M !
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UNIT 2 DOCKET NO. 50-270 A
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, - RECElVED -3 l 5 SEP 24 07.3 C -
\"V us. Aten,c e.,;r Come.isson Repiatory h Mail Section 1
I STRUCTURAL INTEGRITY TEST REPORT OF THE REACTOR CONTAINMENT BUILDING y.-. ; _ . .; .. .- . . . v .:. c _,
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Prepared by: BECHTEL CORPORATION Gaithersburg, Maryland j
- SEPTEMBER 20, 1973 ,
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'8001090 6 7 7 jef REGULATORY E00:GT FILE CCPY
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DUKE POWER COMPANY OCONEE NUCLEAR STA TION - UNIT 2 REACTOR BUILDING STRUCTURAL INTEGRITY TEST REPORT s Prepared by: Bechtel Power . Corporation Gaithe r sburg, Ma ryland August 1973 1 ( l l k
i i 4 TABLE OF CONTENTS i , 4 . Page No.
- 1. INTRODUCTION 1-1
! 2.
SUMMARY
AND CONCLUSIONS 2-1 l l 3. REACTOR BUILDING AND PRESSURIZATION 3-1
- 4. TEST PLAN AND PROCEDURES 4-1
- 5. TEST RESULTS 5-1
; 5.1 Reactor Building Deformation 5-1 l t -
1
- 5. 2 Concrete Cracking 5-2
- 6. REFERENCES 6-1 i
4 A PPEN DIX
- 1. Deformation Measurements During Containment Pressure Test of the Oconee Nuclear Station Unit No. 2 !
I
- 2. Reactor Building Structural Integrity Te st (TP/2/A /,150/2)
- 3. Concrete Crack Surveillance Test (TP/2 /B /150/12) 1
- 4. Dual Wire Extensometer
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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 Locations 4-2 Concrete Crack Mapping Areas 5-1 Oconee Nuclear Station Unit 2 - Wall and Buttress Radial Displacements and Dome Vertical Displacements at 68 PSIG 5-2 Oconee Nuclear Station Unit 1 - Wall and Buttress Radial Displacements and Dome Vertical Displacements at 68 PSIG 5-3 Equipment Hatch Deformations at 68 PSIG Oconee Unit 2 5-4 Equipment Hatch Deformations at 68 PSIG Oconee Unit 1 5-5 Typical Dome Displacement vs. Time 5-6 Typical Buttress Displacement vs. Time 5-7 Typical Wall Displacement vs. Time 5-8 Typical Equipment Hatch Displacement vs. Time 5-9 Typical Equipment Hatch Displacement vs. Time 5-10 Concrete Crack Pattern Location No. 3 5-11 Concrete Crack Pattern Location No. 4 5-12 Concrete Crack Pattern Location No. 6 5-13 Concrete Crack Pattern Location No. 7 5-14 Concrete Crack Pattern Location No. 8 , t 5-15 Concrete Crack Pattern Location No. 9 i 5-16 Concrete Crack Pattern Location No. 11 5-17 Concrete Crack Pattern Location No. 12 5-18 Concrete Crack Pattern Location No. 13
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- 1. LNTRO DUCTION The StructuralIntegrity Test for the Unit 2 reactor building was conducted in conjunction with the initial Integrated Leak Rate ~.*est during the time period starting on Thursday, June 14, and ending on Friday, June 22, 1973. The primary purpose for the structural integrity test is to verify the design and the structural integrity of the reactor building by imposing an internal pressure of 115 percent design pressure (proof pressure) for a period of not less than one hour.
In order to accomplish the intended test purpose, specialized measuring devices were employed on and in the reactor building to provide the data needed to evaluate the structural response of the reactor building during the stages of pressurization, proof pressure and depre ssurization. The test was conducted in accordance with a writ:en procedure which itemized the prerequisite conditions in addition to providing instructions for acquiring test data. The monitoring instrumentation and equipment were checked prior to the test t' assure the quality of the data. I I 1-1~ L - -
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- 2.
SUMMARY
AND CONCLUSICNS The structural integrity test comprised the measurement of the structural behavior of the Unit 2 reactor building during the proof pressure test. Test measurements included gross building deformations and concrete crack growth. Measurement points were located along typical sections of the building, at thickened sections and at discontinuities. Test measure-ments 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 i with pressure and were close .o predicted values at peak pressure. Concrete cracks were observed in nine of thirteen surveillance areas. The measured crack widths did not exceed 0.01 inches. The magnitude of concrete cracks observed during the test is considered to be within reasonable expectations and does not affect the structural integrity of the reactor building. j The results of the structural integrity test provide direct experimental i 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. , I The results of the Structural Integrity Test for Oconee Nuclear Station Unit 2 were compared to those for Unit 1 (Reference 3). The measure-ments and observations recorded during the Oconee Unit 2 test and the favorable comparison with the Oconee Unit I test results provide evi-dence that the reactor building is a conservatively designed structure capable of fulfilling its intended function with a sufficient margin of safety. ( 2-1
8 1
- 3. REACTOR BUILDING AND PRESSURIZATION The reactor building is a reinforced and post-tensioned concrete structure designed to contain any accidental 1 +ase of radioactivity from the r aactor coolant system as defined in the Final Sale., 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. Inside Height (Including Doma) 208-1/2 ft. Vertical Wall Thickne ss 3-3/4 ft. Dome Thickness 3-1/4 ft. Foundation Slab Thickness 8-1/2 ft. Liner Plate Thickness 1/4 Inch Internal Free Volume 1,910,000 Cu. ft. The reactor building was pressurized pneumatically to verify the required structural integrity and leak tightness. The pre ssare cycle is sfown in Figure 3-2 The proof pressure of 67. 8 psig, equal to 1.15 timbs design pressure (Reference 1), was specified to assure that the reactor building had sufficient re serve strength. Proof pressure was held for a period of 1-1/2 hours to record structural data. Leak rate was measured during the hold periods at 29. 5 and 59 psig. ( 3-1
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- 4. TEST PLAN AND PROCEDURES Test measurements were made at points on the reactor building which represented both the regular areas and the regions of discontinuity to provide data on structural behavior during the pressure test. The measured parameters consisted of gross structural deformations and concrete crack growth.
Gros s structural deformations were measured by taut wire extenso-meters which spanned opposite points at the same elevations on the cylinder and between other measurement points and fixed points within the building. The extensometers were located to measure radial displace-i ments along a typical wall section, a buttress section and around the equipment hatch and vertical displacements along a typical wall section and over the dome. Two independent extensometer systems were used. The second system provided backup deformation data at eight (8) locations on the structure and at two (2) reference positions on the internal shield walls . The layout of the extensometer system is shown in Figure 4-1. Descriptions of extensometers and their principles of operation are included in Appendices 1 and 4. The deformation measuring devices were wired to indicating and recording equipment located adjacent to the reactor ?>uilding. This equipment included an automatic scanning system to record deformation data. , i Concrete crack patterns were mapped in the areas shown in Figure 4-2. The lengths and widths (measured with an optical comparator) of all visible cracks within the areas were recorded at specified pressure levels. l . The structural integrity test'and concrete crack surveillance were con-ducted in accordance with the procedures listed in Appendices 2 and-3. i I \ 1 l
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- 5. TEST RESULTS The intent of the basic design criteria, as stated in the FSAR, is to provide a reactor building'of ung'testionable integrity that will meet the postulated design conditions with a low-strain predictable elastic response.
The results of the structural integrity test provide direct experimental evidence that the reactor building can contain the design internal pres-sure with an ample margin of safety. Further, the test data confirms the validity of the analytical methods employed to determine the structural effects of loading combinations and to predict the resulting deformations. These conclusions were derived from an evaluated comparison of the predicted to the measured structural response for the Oconee Unit 2 and Unit I reactor buildings. 5.1 Reactor Building Deformation Two completely independent extensometer systems were used in the Unit 2 reactor building. The invar wire system, also used in the Unit I reactor building and described in Appendix 1, provided the bulk of the deformation measurements. The dual wire system, described in Appen-dix 4, was used to obtain backup data for ten positions on the structure. The deformations measured by the two systems agree to within .j025 inches or less at all locations. This agreement provides a good'corrobo-ration of measurement accuracy. Figures 5-1 through E-4 illustrat> tbc predicted and measured proof pressure' deformation for the Oconee Unit 2 and Unit I reactor buildings. A comparison of the Unit 2 and Unit I data shows that both-reactor build-ings respond to pressure in a very similar fashion, with reasonable agreement between predicted and measured deformations in both cases. f C .The differences in measurements at corresponding points on the two 5-1
structures are of an order of magnitude which can be expected on the basis of cylinder roundup and measurement error. On the dome, for which roundup is not a significant consideration, measured values for the two structures are in very close agreement. The extensometer located at El. 861'6" on the typical wall section indicated zero movement throughout the test. While it could not be confirmed that this extensometer malfunctioned, zero movement is completely inconsistent with the balance of the data. Therefore, the data for this point is considered erroneous and is not plotted on Figure 5-1. The time histories of deformations measured at typical locations are illustrated in Figures 5-5 through 5-9. A comparison of deformation and pressure shows that the reactor building responds approximately linearly to the imposed load. Deviations from linearity are accounted for by both thermally induced deformation of the structure and hyster-esis in the extensometers. The hysteresis error, which is described in Appendix 1, is evidenced by the failure of measured deformation to track pressure during the blowdown from 67. 8 to 59 psig. The dual wire extt nsometers are inherently hysteresis free and track pressure during this blowdown as shown on Figure 5-9. Poor tracking of the dual wire devices during the early stage of pressurization is due to seating in of the wires at the fastenings. j i
- 5. 2 Concrete Cracking The patterns of surface concrete cracks recorded during the test are illustrated in Figures 5-10 and 5-18. No surface cracking was observed at locations 1, 2, 5, and 10 (Figure 4-2). The concrete is coated with paint and a resilient sealant at locations 1 and 5, respectively, and neither
( of these coatings can transmit the small surface cracks which were 5-2
observed at other locations. The concrete at locations 2 and 10 is uncoated. Crack widths recorded during the test did not exceed . 010 inches and most were less than . 005 inches. The cracks were generally oriented in the meridional and circumferential directions. Most of the cracks mapped during the pressure cycle were extension s of those present prior to the start of pressurization, which indicates that the cracking initiated from surface temperature and/or shrinl: age stresses. The crack patterns mapped on the Unit 2 and Unit I reactor buildings are generally similar.
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NO. 25 , E L. 943' g .08 NO. 23 - EL. 90u - G I z H' 2 .06 - e NO. 23 EXTENSOMETER y l ; E L. 775, '7 fg y N .04 WALL * # ~ NO.25 EXTENSOMETER g , - ......'.......................... q a i : 5 ? N O cc .02 ~ q....e....$ '
- T~~
- g. . . . . .......c .
UO O 000% I
.02 90 i
e v w a: 3 30 a. 0 6/14 6/15 6/16 6/17 6/18 6/19 6/20 6/21 6/22 1973 FIGURE 5-7 TYPICAL WALL DISPLACEMENT VS TIME
.12 NO 4 NO. 7 26'-6" ABOVE q HATCH o
.10 ,
e 16*-6" -*- (E. HATCH NO. 4 EXTENSOMETER m 08
^
s
. 9
^
$ .06 ,
'h d
a d NO. 7 EXTENSOMETER w 04. c3..... ............. ............. e... 8 5 a
/ OO000!
b .02 - A 7
- i 0 O'-C------------ ------00
.02 -
90 i i
@ 60 , m 30 0
6/14 6/15 6/16 6/17 6/18 6/19 6/20 6/21 6/22 1973 i FIGURE S-8 TYPICAL EQUIPMENT HATCH DISPLACEMENT VS TIME
Figure 3-4. Prot ective System Maximum Allevable Scepoants - Oconee 3. Cycle 3 l [ 2400 l T = 619'F P = 2355.psig 2300 - _ 2200 - E ACCEPTABLE p OPERATION 3
- 100 -
E . ,
; i a 1 u 'h* UNACCEPTABLE ;
5 8 GPERATION 4 2000 - g . . E A* l 1900 - is s P = 1800 psig
?800
T = 584F f I I l l l 540 560 580 600 620 640 i l Reactor Outlet Temperature. F i l e ---a e q- - - - - , ,
?.f,v i
Figure S-3. Core Protectier Safety Limits - [ Oconee 3. Cvele 3 l 2400
/
ACCEPTABLE OPERATION
, 2200 -
a 5 0 E 2u00 - O 1 2 3 3 5 f E 1800 - t 1600 ' ' 1 1 2 560 580 600 620 640 ) Reactor Coolant Outlet Temperature,F l 1 Pcwe r , Pumps Type of Curve Coolant Flow, prm Onerating Limit l 1 374,880 (1002)* 112 4 DNBR . 2 280,035 (74.7%) 56.7 3 DNBR 3 183.690 (49.02) 59.0 2 Quality
*106.5% of first-core d.esign flew.
( i l
HOT CHANNEL MINIMUM DNBR VERSUS CORE PORER LEVEL 7 I w -- t M m 2 9.0
- -o C_.
, a- e = a ms-w , = - e = x : = = a
- m.- . . .
.u ._ =
W, f- .[.', 5 '3-
'0
, IMMO J 5 b'C F A"f .
E # 7 F 40 d,.1 cc
- hw w 1esg e.,w a
w C__.. r-RTE c: .. '
.= =
U O -- m lb- -
-2 1 1 d
L'% .J h n N - -O. A ~-, ,, ' M..w%
.g1w d M%
A
'm NN n "m_N N
- _ 4 i
. 1 0 :, ky iJE ihA rn lk sg
=ny
#E q
E'M'% gm3 J F1p N F'M u = FI F4 #LM TI'EEM R. l E M E_E 3 KH E EE Core Power, %FP Figure h.4-lh l
.12 I
, O. EMENSOA1ETER
.10 g...........(). . .... .....( g) a ;f e .06 .,
'C '
O e E I 1 N.06 NO. A EXTENSOMETER . i w . b o (9' 04 - 5 l '. d o.ooo.d
'b 5 15'-6" 12'-2"
< / ?
a: 02
. r ,
d
/ NO.A g ..O O
CI *
, @, HATCH g
.02 90 i
60 E
>e /
0 6/14 6/15 6/16 6/17 6/18 6/19 6/20 6/21 6/22 1973 FIGURE 5-9 TYPICAL EQUIPMENT HATCH DISPLACEMENT VS TIME
o' . 6" 2' 6"
.002" _
.002" I 3\
l N x O' 8" = 0' 6"
.002" .002" l (STAGE NO.)
SKETCH OF OBSERVED CRACKS Q (CRACK ' ' LG SCALE: % = 1'0 LEGEND STAGE AIR TEMP. 0 F. R.B DATE TIME REMARKS N O. EXT. INT. PSI 1 6/13/73 1000 76 79 0 (4) CRACKS RUNNING THROUGH SURV. AREA 2 6/15/73 1919 73 82 29.85 NO CHANGE IN WIDTH OR LENGTH 3 6/17/73 1758 88 85 52.4 NO CHANGE IN WIDTH OR LENGTH , 4 6/18/73 1105 81 86 67.8 NEW CRACK OBSERVED, .002" WIDE 5 6/18/73 1531 88 85 59.8 NO SIGNIFICANT CHANGES 6 6/21/73 1342 80 83 30.1 STAGE 4 & 1 CRACKS INCREASE LENGTH 7 6/22/73 1333 89 83 0 STAGE 6 CRACKS HAVE CLOSED FIGURE 5-10 CONCRETE CRACK PATTERN 3-LOCATION NO.
I
+
n-O s en C E cc U
), ,4
.002" i
O' - 3"
.002" g 5_y _ %
\\ / [ [
M ///
~ O' 5"
.002" g ,
j (STAGE NO.) CRACK LGTH) SKETCH OF OBSERVED CRACKS SCALE: % = 1'-0 Q ((CRACKl LEGEND STAGE AIR TEMP.
- F. R.B N O.
^
EXT. INT. PSI 1 6/13/73 1030 78 79 0 (6) CRACKS RUNNING THROUGH SURV. AREA 2 6/15/73 1920 73 82 29.85 NO CHANGE IN WIDTH OR LENGTH l 3 6/17/73 1800 88 85 52,4 NO CHANGE IN WIDTH OR LENGTH 4 6/18/73 1107 81 86 67.8 NEW 3" CRACK BETWEEN STAGE 1 CRACKS ! 5 6/18/73 1532 88 85 59.8 NO CHANGE FROM STAGE 4 6 6/21/73 1344 80 83 30.1 STAGE 4 CRACK HAS CLOSED 7 6/22/73 1332 89 83 0 NO CHANGE FROM STAGE 6 FIGURE 5 11 CONCRETE CRACK PATTERN )j LOCATION NO. 4 i
STAGE NO. LEGEND: (CRACK LGTH.) (CRACK WIDTH) OY t # /O
# S- p x <
(N N
\\
7 0 $$ NN ss 1 ' - 6"
.002" \
N N x * , NN N x N x ' N N N l' 6" \ \
.003" j
N N/ N ' N N N N/ N
/
N N N s N/ SCALE: %" = 1' 0 EM REMARKS STAGE DATE TIME PS!G E F WT F 1 6/13D3 1130 80 82 0 (2) CRACKS OBSERVED 2 6/15/73 1740 83 72.5 29.9 NO CHANGE 3 6/17/73 1705 85 90 50.6 NO CHANGE 4 6/18/73 1032 86 79 67.9 CRACK OPENED TO .003"
~
5 6/18/73 1448 85 87 59.7 TO.00T' 6 6/21D3 1245 83 79 30 NO CHANGE
. 7 6/22/73 1352 83 88 0 NO CHANGE 5-12 FIGURE CONCRETE CRACK PATTERNS LOCATION NO. 6
- l 3' - 4"
.005" 3' 0" l l' - 4"
.004" .002" 3' 0" 2' - 0"
.003" .004"
%;.':s , 1Li- co 1'-4 N
';;3::
l'-4" 7
.002"
~
k .004" 4' - 0" M ( O' 5"
.004" j l .002" 3' 1"
.005" g [ t 3'- 1"
.003 TO.004" J 3' 1" 1'-5"
.004"
) / .005" 1' 5"
[[
.006" I
(STAGE NO.)
/ CRACK LGTH)
SKETCH OF OBSERVED CRACKS SCALE: % = 1'-0 Q ((CRACK LEGEND STAGE AIR TEMP. 8 F. R.B NO. DATE ME $ EXT. INT. PSI i 1 6/13/73 1300 88 80 0 (3) CRACKS OBSERVED 2 6/15/73 1745 72.5 83 29.9 (1) NEW CRACK,1 CRACK ELONGATES 3 6/17/73 1707 90 85 50.6 5" STAGE 2 CRACK HAS CLOSED 4 6/18/73 1040 81 86 67.8 (1) NEW CRActr, (3) CRACKS WIDEN 5 6/18/73 1454 87 ' 85 59.7 CHANGES IN CRACK WIDTHS 6 6/21/73 1256 79 83 30 CHANGE IN CRACK WIDTH 7 6/22/73 '1353 88 83 0 CHANGE IN CRACK WIDTH s. FIGURE 5 13 CONCRETE CRACK PATTERN LOCATION NO. 7
i l 1' - 3" ~ 2' - 3" << 2' - 0' '
.001" .003" .002" b -
1' - 3"
.002"
[\ l (STAGE NO.) CRACK LGTH) SKETCH OF OBSERVED CRACKS SCALE: % = 1'-0 Q ((CRACK LEGEND STAGE AIR TEMP. O F. R.B N O. ATE ME REMMS EXT, INT. PSI
)
1 6/13/73 1330 88 81 0 (1) CRACK OBSERVED 2 6/15/73 1820 73 83 29.9 NO CHANGE
, 3 6/17/73 1743 88 85 52 NO CHANGE 4 6/18/73' 1020 80 86 67.9 NO CHANGE '
5 6/18/73 1444 87 85 59.7 NO CHANGE 6 6/21/73 1319 80 83 30.1 (1) NEW CRACK .003" WIDE l 7 6/22/73 1405 88 83 0 CRACK WID TH REDUCED FIGURE 5-14 CONCRETE CRACK PATTERN LOCATION NO. 8
STAGE NO. LEGEND: (CRACK LGTH.) (CRACK WIDTH) k/ 9 h
- t. 9 S. B
/ ~ /
/ [// / A l' - O"
.002" A 1 ' - 0" 4 5
/
m ' 0"-
/ .004"
[ / 6
.002"
/ / /
/
/ \ [~}
?
[ ~ 2' - 0"
.002"
# / U 7 CLOSl!D 3 ~ 2' 0"
/
/ 7
.003" 7
[ m sa N
.002" N ,
' 001' N/
SCALE: %" = 1' - 0 SAE DATE ME INSIDE F DUTSIDE OF 1 6/1303 1400 80 87 0 (1) CRACK .002" WIDE 2 6/15/73 1815 83 73 29.9 NO CHANGE 3 6/17/73 1733 85 89 51.5 CRACK WIDENS TO .003" 4 6/18/73 1018 86 80 67.9 NEW CRACKS FORM 5 6/18/73 1447 85 87 59.7 CHANGE IN CRACK WIDTH 6 6/21/73 1325 83 80 30.1 CHANGE IN CRACK WIDTH 7 6/22/73 1405 83 88 0 (5) CRACKS CLOSED l FIGURE 5-15 CONCRETE CRACK PATTERNS LOCATION NO. 9
O' 9"
.004" '
- /'
0' - 10 \ ; 0'-9"
.001" @ /
@ .002" s 3L--
7
/
0'-9" 1'-0"
.002" .002"
/
P /
}
l
... d O
w 3 b E y (STAGE NO.) (CRACK LGTH) SKETCH OF OBSERVED CRACKS SCALE: % = 1'-0 Q (CRACK WID LEGEND STAGE AIR TEMP. 0 F. R.B k DATE TWE A 3 N O. EXT, INT. PSI 1 6/14/73 1030 78 79 0 (1) CR ACK .002" WIDE i 1 2 6/15/73 1810 73 83 29.9 NEW CRACK .002" WIDE j 3 6/17/73 1725 89 85 57.5 NO CHANGE l 4 6/18/73 1050 81 86 67.8 NO CHANGE 5 6/18/73 1500 87 85 59.7 NO CHANGE I 6 6/21/73 1306 80 83 30.1 NEW CRACK & CR ACK WIDTH CHANGE 7 6/22/73 1348 88 83 0 CRACK WIDTH IS REDUCED (_ FIGURE 5-16 CONCRETE CRACK PATTERN ! LOCATION NO. 11 L _ . _ _ -_ _-.
STAGE NO. LEGEND: (CRACK LGTH.) (CRACK WIDTH) 9pCs l'-4" 6 s y
- pC
,,gcle *
,ps ,
- ~
' // / -
/ //
/
/ T \ /
/ 1'-4" 7 .
.002" y / NNy 4 y 20$
1' 2" [ .003" /
/ ,
/ ) -/ 1' - 2"
, / ::::: /
/ / /
\/
SCALE: %" = 1' - 0 STAGE DATE TIME TE P MP. PSIG REMARKS 1 6/13/73 1530 80 87 0 (3) CRACKS OBSERVED 2 6/15/73 1900 82 73 29.85 NO CHANGE 3 6/17/73 1708 85 90 50.6 NO CHANGE 4 6/18/73 1015 86 79 67.8 CRACK WIDTH REDUCED 5 6/1893 1449 85 87 59.7 CRACH WIDTH REDUCED 6 6/21/73 1300 83 88 30.1 STAGE 5 CRACK NOW .004" t 7 6/22/73 1241 33 89 0 CHANGE IN CRACK WIDTH FIGURE 5 17 CONCRETE CRACK PATTERNS l LOCATION NO. 12 l
STAGE NO. 1 LEGEND: (CRACK LGTH) (CRACK WIDTH) AS SHOWN
\ \ \ \ .005" (CRACK IN BOTTOM SIDE OF POCKET)
, \ \ 2 c a
\ N AS SHOWN RING GIRDER 1
010" \g FACE 9 R.B. EXT. FACE %# 7 ASSHOWN ASSHOWN 4
.007" .008" AS HOWN 1 4 0
.001" AS SHOWN l
AS SHOWN l i [ .003"
.003~ s BUTTRESS AS SHOWN p W FACE
.002"
\
.$02 ' h ('.co"$."" k ^ o'o"2?#~ ,
.00 ' s k s .005 '
AS SHOWN
.002., 1 SCALE: %" = 1 * - 0"
{ AIR TEMP.
- F STAGE NO. DATE TIME EXT. INT.
1 6/13/73 1400 88 81 0 CRACKS OBSERVED AS SHOWN t 2 6/15/73 1825 73 83 29.9 NO CHANGE 3 6/17/73 1723 89 85 57.5 CHANGE IN CRACK WIDTH 4 6/18/73 1031 80 86 67.9 CHANGE IN CRACK WIDTH 5 6/18/73 1506 87 85 59.7 CHANGE IN CR ACK WIDTH 6 6/21/73 1313 80 83 30.1 CHANGE IN CRACK WIDTH 7
"l 6/22/73 1307 89 83 0 CHANG 8E IN CRACK WIDTH FIGURE 5-18 CONCRETE CRACK PATTERN LOCATION NO 13
- 6. REFERENCES
- 1. Final Safety Analysis Report, Oconee Nuclear Station Units 1, 2 .
and 3, Duke Power Company.
- 2. Integrated Leak Rate Test of the Reactor Containment Building, Oconee Nuclear Station Unit No. 2, Duke Power Company.
- 3. StructuralIntegrity Test Report of the Reactor Containment Building, Oconee Nuclear Station Unit 1, October 29, 1971.
I i , u i ( 6-1 e
e 0 e APPENDIX 1 l. I i N.
-w...ww. .%-4#~,- - . .
,,w
J l l W DEFCPf!ATION EASUREMENTS DURING 1
!. CONTAINMENT PRESSURE EST OF THE J
a OCONEE NUCLEAR STATION _ y, UNIT NO. 2 E I s t e FOR a E A 8 i DUKE POWER CGtPANY_ a Submitted by WISS, JANNEY, ELSTNER AND ASSOCIATES, INC. 330 Pfingsten Road I Northbrook, Illinois 60062 i l July 30,1973 72145 ( 9
-e- < w
\
l l DEFORMATION MEASUREENTS DURING W g CONTAIHMENT PRESSURE *EST OF TE s, y OCONEE NUCLEAR STATION a E UNIT no. 2 o y, E FOR 1 s t e DUKE POWER CO'GrIY-r a S July 30, 1973 A S s o Invar vire extensemeters were used for ceasurement of displace-1 a cents of the secondary contain=ent structure during the air pressure e s test. The sane type of instru=entation had been used previcusly en ei6ht contain-ent structures under conditiens co= parable to those of the Ocenee Unit. The measuring instruments were located entirely in-side the structure, and vere connected to an external pcVer supply and read-out equipment by viring extending through penetrations in the cylinder vall. Each extenseneter consisted of an invar vire spanning between selected points, with one end (the " dead" end) fixed ird posi-i tien and the " live" end attached to a spring-loaded frame incorporating a linear potentic=eter, the entire system spanning the distance to be
=easured.
l l The springs used were the so-called " Negator" type that apply an t essentially constant force independent of extension. The springs select-
, ed applied a force of approximately 15 lbs. each, and they were used in
pairs with a back-to-bacP =ounting to avoid eccentricity. The invar vire dia=eter was .088 in. and the corresponding stress in the wire VV js, was about 5,000 psi. J a The dead end of each vire was secured to a U-bolt fitted into a n n e small steel plate that was rigidly secured either by velding or by Y. E concrete anchor bolts. The live end, containing the springs and in-I s g strumentation, was fitted with a svivel to allev directional adjust-e ment, and was likewise secured by velding or other means. The svivel a . k vas tightened against =ove:ent after align =ent, but the frs=e contained A g a rod-end bearing (in effect another svivel) to avoid eccentric force on o a [ the potentic=eter. The wire was attached to the frame through a turn-e buckle that was adjusted to position the potentic:eter at the desired a zero setting. The potenticceters vere the infinite resolution type with a total travel of about 1.3 in. The turnbuckles on each frame were adjusted to provide for about 0.3 in, of shortening and the remainder of the range for elongation. Current was supplied to the potentic=eters by a constant-voltage power supply delivering 1.28 volts through No.18 2/c cable. The I l output from the potentic=eters was through a separate circuit of No. 22 1 3/c cable and this output was monitored by aVIDAR 5205D-DA3 data ac-quisition system, incorporating a di6 1tal display millivoltmeter and a printing millivolt recorder. L scae of the previous installations, read-
,2 ings vere taken on both resistance arms of the potentiometers , that is, frc= the viper to each of the two ends. These readings invariably showed i
w that the su= of the two voltages is constant within a few millivolts. In other words, the reading of a single arm may be accepted as accurate W vithin a few thousandths of an inch, so the single-arm procedure was i s s, adopted in the present case. J a D Each instru=ent was calibrated in the laboratory against a pair of e Y, 0.001-in, dial gages, using an input voltage to the potentic=eters of E s approximately 1.268 volts. Circuitry in the field installation per-t n e =itted continuous =enitoring of the supply voltage, the initial voltage a at each potentic=eter, and also a continuous record of the voltage at one b A individual potentic=eter location. Calibration facters, corrected from s o those in the laboratory, were then developed. The data have been reduced c 1 a on the basis of 0.001 in, per =illivolt, which is within a few percent of e a the b7st-fit data established from the calibration records. Each reading censisted of a print-out by the recording =illivoltmeter for each instrunent, which required less than one =inute. Readings were also ec= pared manually with the digital display voltmeter, and these read-ings agreed with the print-outs within one or two =illivolts. Location of Instruments I i Instru=ent locations conformed in general with those indicated on per-tinent engineering drawings. Some minor deviations were necessary because of interference of piping or other equipment. The locations are noted in the text and in Tables I through V which record the =easured displace =ents, t e e ' am a e e-msew e ' t- 4
- m r' e wt =*g-'v+w-r- e v'- 9 *
- Of the 35 instruments installed, none has been classified as mal-functioning. Gage No. 21 (measuring radial displacement of the cylinder W vall at elev. 861'-6", azi=uth 0 , shoved no response within 0.01 in. ;
i s
- s. this gage may be questionable.
J a E The equip =ent hatch gages , No.1 through No. 9, spanned from the e y, cylinder vall to rigid interior sembers of the vessel. Invar wire lengths E I s were 19'-5" to 36'-8". Some deviations frem a true radial direction were t n e necessary, but the angular corrections were found to be negligible. a Gages 10 through 13 (270 azimuth) and 18 through 21 (0* azimuth) A j spanned fro = the buttress or cylinder valls to the interior concrete struc-o f a ture, with wire lengths of k ft. to 11 ft. Gages lh through 17 spanned t e the full dia=eter between buttresses at azi=uth 90*/270 . Similarly, Gages 22 through 25 spanned the full diameter between cylinder valls at azi=uth 0*/180 . The uppermost gages in each case were approxi=ately at the spring line. In all cases the measure =ents reported represent changes in radius rather than in diameter. Four vertical gage lines were installed as follows: No. 26 - Cylinder vall at Elev. 9h3 (spring line) to Elev{ 850. i No. 27 - Cylinder vall at Elev. 9h3 to cylinder vall at Elev. 861. No. 28 - Cylinder vall at Elev. 860 to cylinder vall at Elev. 800 No. 29 - cylinder vall at Elev. 9h3 to cylinder vall at Elev. 800. h-
The data frc= Gage No. 27 was used to convert the dc=e dis-place =ents frc= the measured values to a reference at the spring line elevation, 347 i s, Deme displace =ents were measured at azi=uth 270 at four loca-J a n tiens, using equally spaced incre=ents frc= the apex (Gage No. 30) E Y. to h3'-6" frc= the apex (Gage No. 33). The invar vires ter=inated E I at the elevation of the shielding flocr (Elev. 861'-6") at distances a t Q of 10'-0" to 12'-6" from the cylinder vall. The magular correction r a has been applied for these wires, and the = essure =ents have been 2 j converted to vertical displace =ents at the point of =easure=ent on s a the dome. The total vertical displace =ents vere then reduced by the e
~
a vertical move =ent shown by Gage No. 27 (Elev. 861 to Elev. 9h3), so t e 8 that the reported values are vertical displacements of the dc=e refer-enced to the spring line. Two gage lines (Nos. 3h and 35) vere installed on the shielding floor. Wire lengths were 30 ft. and 38 ft. The purpos as to in-vestigate possible effects of pressure and te=perature en the =easur-ing instrumentation, as well as to provide an over-all check on the
}
entire =easuring and recording syste= so that corrections cou14 be made, if necessary, to the data fro = the major installation. The max-i=um change recorded for those control gages during the entire test was 0.006 in. Because of the s=all =agnitude of these changes , the data have not been tabulated and have not been used as correction factors. i
Discussion of Instrumentatien As =entioned earlier, the intent was to maintain the invar wires W i under a constant tension by the use of a flat-coil spring known as a s s, "IIe gator" . Laboratory tests shew that the IIegator spring does indeed a n exert an essentially constant force regardless of scount of elongation, n e Y' Ifovever, in previous installations, these springs shoved hysteresis E j vhen the direction of movement changed frca elongation to retraction. t e Several extensc=eters were tested under different load-displacement r a arrange =ents, sc e of which reproduced actual field ceasurements, with E a true time scale of seven days of continuous monitoring introduced in s 8 one test. It was found that the change of load in changing from elonga-c i a tion to retracticn, or the reverse, was 1.9 pounds. It was also noted t e a that when elongation was resumed following retraction (cr the reverse) the original force vas again indicated. As noted previously, dia eter of the invar was 0.088. Corresponding hysteresis correctica for a force change of 1.9 lbs. was 0.019 in, per 100 ft of wire length. This hysteresis, although of minor =agnitude and subject to reasonable correction factors, has been a troublesome factor in previous installations. In consequence, prior to the Ocenee IIo. 2 tests all pote.st'ometer fra=es vere re=odeled to reduce hysteresis and to minimize friction effects. All frames were completely dismantled, and all of the Iiegator sprin6s were in-dividually calibrated and were then matched in pairs to provide uniform pull on each side of the potentiometer frame. The ?iegator springs were then
~
aw ww w-mw e- h-w w w phhw e* W4eme- e%-m
-eawe g-% g yg yq s , s-pg g
pinned to the rear drum to avoid any coiling or uncoiling at that d:us. The rollers that supported the front drwn vere removed and the previously NV i used roller bearings were replaced by stainless steel ball bearings s. located at both top and bottom of the dru=. The guide rod holes in the a n front channel were enlarged and teflon bushings were pressed into the e Y' guide holes. Along with this, the guide rods vere cut off at the front E j channel, and cap screvs having a teflon sleeve were installed. Each ex-t
, tensc=eter fra:e was then calibrated in a lathe bed egainst a pair of r
a 0.001-in. dial gages. S if In addition to the above, the VIDAR recording equip =ent was sent to o . c the original manufacturer for a complete overhaul. This undoubtedly a j resulted in increased reliability of the data acquisitica system. s The input voltage for the field instruments was selected so that the "best fit" ratio was one-to-one between voltage change and displacenent; that is, 1 millivolt equals 0.001 inch. The laboratory calibrations sheved 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 accurancy. Consequently, jthe data i recorded in Tables I through V do not include a hysteresis adjustment. Test Results The pressure test involved a single cycle of pressurization frcm 0 to 68 PSIG and dovn to O PSIG, with a hold period of about 26 hours duratica
-T-t
at 30 PSIG cn the upward cycle and 33 hours duration at 60 PSIG on the downvard cycle. W i s, Measured data are presented in the following tables, a Table I Equipment Hatch - Radial Displacements n n e Table II Buttress Gages - Radial Displacement Y, E Table III Cylinder Wall Gages - Radial Displacement I s t Table IV Vertical Displacements E
# Dcme Gages - Vertical Displacement with Table V a Respect to Elevation 9h3'-0".
2 Respectfully submitted, A s 5 WISS, JANUEY, ELSTNER AND ASSOCIATES, IHC. C 1 s J. A. Hanson Director of Concrete Research W Dougl s McHenry Jnck R l ', Q4We ' ~ y J .ey , Beg. S' c. Engr. I Illinois - 2633 11
?
i j _ i
'T TABIZ I E7JIPME!.? EATCH oA0ES - RADIAL DIEPLACEME'.? (INCHES) cAcz r:0. 1 2 3 4 5 6 8 EIEVA~' ION 7 9 805'6" 805'6" 805'6" 805'6" 805'6" 805'6" 832'0" 824 0" 817'0" 14crIen+ 13 '2"L 9'L 2'10"L 16'6"a 7'6"a DfCE TD*E 2'7"a c.L. c.L. c.L.
PSIG
- 6/14 1450 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 2000 30 .00 .00 .00 .00 .00 .00 .00 .00 .00 2105 50 .00 .00 .00 .00 .00 .00 .00 .00 .00 2245 8.0 .01 .00 .00 .00 .00 .00 .00 .00 10.0 .01 .00 2345 .00 .00 .00 .00 .00 .00 .00 .00
~
6/15 0657 15 0 .01 .00 .00 .01 .00 .01 .00 .00 .00 1040 20.0 .o2 .01 .00 .01 .00 .01 .00 .00 .00 1315 25 0 .03 .o2 .00 .02 .00 .61 .00 .00 .00 1600 29 9 .03 .C2 .00 .03 .00 .01 .00 .00 .00 6/16 " 1800 29 5 .03 .02 .00 .02
.00 .01 .00 .00 .00 2118 35 2 .03 .02 .00 .03 .00 .01 .01 .00 .00 2348 40.0 .04 .03 .00 .03 .01 .01 .01 .00 .00 6/17- 0925 45 0 .05 . .03 .01 .04 .01 .02 .02 .01 1642 50.0 .06 .% .01
.01 .05 .02 .02 .03 .02 .01 2050 55 5 .c6 .oS .02 .o6 .02 .03 .02
.03 .01
.8 0000 58.9 .07 .05 .02 .06 60.0 .03 .03 .03 .02 .01 0115 .07 .oS .02 .06 .03 0648 .03 .03 .02 .01 65 0 .07 .05 .02 .07 .03 .03 1010 .oS .03 .02 ~.01 67 9 .06 .03 .07 .04 .03 .02 1130 67 8 .08- .06
.03 .01
.03 .07 .o4 .04 .c4 .02 .01 1349 60.0 .08 .06 .03 .08 .04 .04 .04 .03 .02 6/21 " 0445 59 6 .07 .05 .02 .07 .04 .03 -.04 .02 c605 55 0 .07 .06 .01
.02 .07 .04 .03 .04 .02 .01 0740' 50.0 .06 .oS .02 .07 .04 .04
.03 .02 .01 0855 45 0 .05 .05 .02 .06 .c4 .03 .04 1025 40.0 .04
.02 .01
.05 .02 .06 .03 .03 .04
.04 .02 .01 11.40 35 0 .04 .02 .05 .03 .02 .04 1240 30 0 .04 , .02 .01
.03 .02 .04 .02 .02 .04. .02 .01 1350 30 0 .04 !
.03 .02 .04 .02 .02 .04 .02 1737 25 0 .03 .03 .02 i
.01
.04 .02 .02 .04 .01 .01 1855 20.0 .o2 .03 .01 .03 .02 .01 .03 .01 .01 2317 15 0 .02 .02 .01 .03 .01 .01 .03 .01 .00 6/22 0120 10.0 .02 .02 .01 .02 .C1 0400 .01 .02 .00 .00 50 .01 .01 .00 .01 .00 .01 .02 0905 0 .00 .00 .00 .00
.00 .01 .00 .00 .01 .00 .00 L and R are left and r16ht distances frc:n opening, frc:a inside vessel
** End of hold period 1
m
1 i TABLE II Bt71'I' PISS CAoES - RADIAL DIEPLACE!E'.*f (I!! CEES) CAGE t:o. 10 n 12 13 14 15 16 17 EIIVATIc:: 800'o" 819'o" 837'o" 860'o" 879'o" 899'o" 920'0" 942'o" AzI.wra 270* 270* 270' 270* 27e*/90* 270*/90' 270*/90* 270*/90' DATE TI:E PSIG 1450 o .00 .00 .00 .00 .00 .00 .00 .00 6/14 .00 .00 2000 30 .00 .o1 .00 .00 .00 .00 2105 50 .01 .02 .00 .00 .00 .01 .00 . .00 2245 8.0 .o2 .o3 .01 .00 .00 .o1 .o1 .co 2345 10.0 .02 .04 .o1 .00 .01 .01 .01 .co 0657 15.o .o3 .o6 .02 .00 .o1 .02 .02 .01 6/15 .o2 .01 lo40 20.o .o3 .o6 .o3 .02 .02 .o3 1315 25.o .o4 .o7 .o3 .o2 .03 .o3 .o3 .o2 1600 29 9 .o4 .o8 .04 .03 .04 .04 .o4 .02 6/16* 1800 29 5 .o4 07 .o3 .03 .04 .04 .04 .o2 2n8 35 2 .c4 .o8 .04 .03 .o4 .o4 .04 .o2 2348 40.o .oS .o8 .ok ,
.o4 .o4 .oS .o5 .o3 6/17 0925 45.o .o5 o9 .oS .oS .oS .06 .o6 .03 1642 50.0 .o6 .lo .o6 .06 .06 .o7 .o? .c4 2050 55 5 .66 .lo " .07 .o7 .o7 ,
.o8 .o8 .o5 6/18 0000 58 9 .o6 .n .o7 .o7 .o8 .o8 .o8 .oS on5 60.o .o6 .n .07 .o7 .08 .o8 .o8 .05 0648 65 0 .o7 .n .o8 .o8 .o8 .o9 .o8 .os lolo 67 9 .07 .12 .09 .09 .09 .10 .09 .05 n30 67 8 .o? .12 .09 .09 .09 .10 .09 .06 1
1349 60.o .07 .n .o8 .o8 .o9 .10 .og c5 6/21' 0445 59 6 .06 .n .08 .o8 .og .lo .og .oS 0605 55 0 .o6 .lo .07 .08 .og .lo .o9 .oS 074o 50.0 .05 .10 .o6 .07 .o9 .09 .o9 .o5 0855 45 0 .05 .o9 .o6 .o6 . 08' .o9 .09 .oS 1025 40.0 .05 .09 .oS .o6 '
.o8 .o8 .o8 .oS u4o 35 0 .c4 .o8 .05 .oS .o7 .o8 .o8 .oS 1240 30.o .c4 .07 .o4 .05 .o6 .07 . 07 .o5 1350 30.0 .04 .o7 .o4 .04 ~.o6 .o7 !.07 .oS 1737 25.o .03 .o7 .o3 .o4 .o6 .o6 '. 07 .oS 1855 20.0 .03 .o6 .o3 .03 .o6 .06 .o6 .oS 2317 15 0 .o2 .oS .02 .o2 .oS .oS .oS .ok 6/22 0120 10.0 .02 .04 .01 .02 .04 .04 .ok .03 0400 5.o .o1 .o2 .00 .01 .o3 .o3 .o3 .o2 0900 o .00 .00 .01 .00 .o1 .o1 .o1 .01
- End of hold period
(
. O em o
N _ _ _ - - - .~,.___ - M
TABLE III cYLurDEa cAcES - RADIAL DISPLACE'C.*:' (r:CHES) CAGE F:0. 18 19 20 21 22 23 24 25 ELEw,rio:t 73 9 '0 " 825'0" 6Lo'0" 861'6" 880'0" 900'0" 919'0" 943'0" AZIM'El O' o* o* o* o*/180* o*/180* O*/180* 0 */180* DATE TUS PSIG 1450 o .00 .00 .00 .00 .00 .00 .00 .00 6/14 .00 .00 .00 2000 30 .00 .00 .00 .00 '. 00 2105 50 .o0 .o0 .00 .00 00 .00 .00 .00 8.0 .00 .01 .00 .00 .00 .00 00 00 2245 10.0 .00 .o1 .o1 .00 .00 .00 .00 .00 2345 0657 15 0 .o1 .o1. .00 .01 .00 .00 .00 6/15 .01 .01 .01 .00 loko 20.0 .01 .02 .02 .00 1315 25 0 .01 .o3 .02 .00 .02 .02 .02 .01 1600 29 9 .02 .o4 .03 .00 .03 .02 .02 .01 1800 29 5 .01 .03 .03 .00 .o3 .o2 .02 ol 6/16* .02 2118 35 2 .02 .o4 .03 .00 .03 .02 .03 2348 40.0 .02 .04 .o4 .00 .o4 .o3 .04 .02 P .05 .05 .00 .05 .04 .M .02 6/17 0925 1642 .c4 .06 .oS .o0 .06 .05 .o5 .03 2050 L.s .05 .07 .06 .00 .06 .05 .06 .03 6/18 0000 58 9 .06 .o8 .o6 .00 .07 .o6 .o? .o3 On5 60.0 .06 .o8 .06 .00 .07 .06 .o7 .03 0648 65 0 .c6 .08 .07 .00 .07 .o6 .o? .o4 1clo 67 9 .06 .09 .c8 .00 .07 .06 .08 .o4
. n30 67 8 .07 .09 .08 .00 .07 .06 .o8 .04 1349 60.0 .07 .o8 .07 .00 .07 .o5 .o8 .c4 6 04k5 59.6 .07 .o8 .o6 .00 .o7 .o6 .o8 .ok
'/21' 0605 55 0 .06 .07 .o6 .00 .07 .o6 .08 .o4 0740 50.0 .06 .06 .05 .00 .07 .o6 .o8 .o4 0855 45 0 .o5 .06 .oA .o0 .07 .o6 .o8 .04 1025 40.0 .oS .05 .ok .00 .07 .o6 .07 .04 1140 35 0 .04 .04 .03 .00 .o6 .06 .c6 .04 1240 30.0 .c4 .o4 .02 .00 .06 .06 .oS .o4 1350 30.0 .o4 .04 .02 .00 .o6 .06 .oS .o3 1737 25 0 .03 .03 .02 .00 .05 .05 .05 .03 1855 20.0 .02 .02 .01 .00 .04 .o4 .04 .03 2317 15 0 .02 .01 .o1 .00 .o4 .ok .03 .02 6/22 0120 10.0 .01 .00 .oo .00 .03 .o3 .02 .02 0k00 5.o .00 .00 .01 .00 .02 .02 .01 .01 0900 0 .o0 .01 .01 .00 .01 .02 .o1 .01 1
- End of hold period u
i i
"" *'W91T wM Mw wgq $ ^'q .Q g y , ,
TABLE IV VERTICAL 0 AGES - DISPLACDE iT (I!!CHES) CAGE I:0. 26 27 28 29 ELEVATIO:: TOP 943'0" 943'0" 860'0" 943'0" ELEVATION sorTcM 850'0" 861'0" 800'0" 800'0" DATE TDS PSIG 6/14 1450 0 .00 .00 .00 00 2000 30 .00 .00 .00 .00 2105 50 .00 .00 .00 .00 2245 8.0 .00 .00 .00 .00 2345 10.0 .00 .00 .00 .00 6/15 0657 15 0 .01 .00 .00 .M 1040 20.0 .01 .00 .00 .00 1315 25 0 .01 .00 .01 .01 1600 29 9 .01 .00 .01 .01 6/16* 1800 29 5 .02 .00 .01 .01 2n8 35 2 .02 .00 .01 .01 2348 40.0 .02 .00 .01 .01 6/17 0925 45 0 .02 .00 .01 .01 1642 50.0 .03 .01 .02 .03 2050 55 5 .04 .02 .02 .04 6/18 0000 38 9 .04 .02 .02 .04 On5 60.0 .04 .02 .03 .04 0648 65 0 .04 .02 .03 .04 1010 67 9 .05 .02 .03 .05 n30 67 8 .05 .02 .03 .05 1349 60.0 405 .02 .03 .05 6/21* 0445 59 6 .04 .03 .03 .06 0605 55 0 .04 .03 .03 .06 0740 50.0 .03 .03 .03 .05 i 0855 45 0 .03 .03 .03 .05 1 1025 40.0 .03 .03 .09 .05 n40 35 0 .02 .03 .02 .04 1240 30.0 .02 '
.02 . Of .04 1350 30.0 .02 .02 .cd .04 1737 25 0 .02 .02 .02 .04 1855 20.0 .01 .02 . C '2 .03 2317 15 0 .00 .02 .02 .03 l
6/22 0120 10.0 .00 .02 .01 .02 0400 50 .01 .01 .01 .02 0900 0 .02 .01 .01 .01
- End of hold period
TABLE V DO:E GAGES - VERICAI. DISPLACE?CT (II:CFl.S) REFERENCED To ELEv. 943' of.cz r:o. 30 31 32 33 DIsTA:cs rao:.t APEX o'o" 14'6" 29'o" 43'6" AZI CJTH 270* 270' 270* 270' DATE TD2 PSIo 6/14 1450 o .00 .00 .00 .00 2000 30 .00 .00 .00 .00 2105 50 .o1 .00 .00 .00 2245 8.o .02 .02 .01 .00 2345 10.0 .o2 .o2 .01 .o1 6/15 0657 15 0 .03 .03 .o2 .01 1040 20.0 .05 .06 .04 .02 1315 25.o .07 .09 .o6 .o4 1600 29 9 .09 .10 .o8 .oS 6/16* 1800 29 5 .08 .o9 .07 .o4 2118 35 2 .08 .10 .o8 .o4 2348 40.o .lo .12 .09 .oS 6/17 0925 45.o .12 .13 .10 .o6 1642 50.o .15 .17 .14 .09 2050 55 5 .16 .18 .15 .o8 6/18 0000 58 9 .17 .18 .14 .o8 0115 60.0 .18 .18 .15 .08 0648 65.o .19 .19 .16 .oS 1010 67 9 .20 .21 .18 .og
.21 1130 67 8 .22 .18 .lo 1349 60.0 .21 .21 .18 .lo 6/21 OM5 59 6 .17 .18 .16 .o?
0605 55.o .15 .16 .14 .o6 0740 50.o .13 .14 .12 .05 0855 45 0 .11 .12 .11 .04 1025 40.0 .10 .11 .og .o3 nha 35:0 .o8 .og .o7 .02 1240 30.0 .07 .o8 .o8 .o2 1350 30.0 .07 .08 .07 .o2 1737 25 0 .06 .o? .o6- .o1 1855 20.0 .04 .05 .04 .00 2317 15 0 .02 .02 .02 .o1 6/22 0120 10.0 .oo .00 .oo ..o1 0400 50 .01 .01 .01 .03 0900- 0 .03 .04 .02 .04
- End of hold period
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4 i r 'k i I 4 i 1 a l I I i f 1 i 1 APPENDLX 2 3 i e 1 1 1 I 1 i i b I
FINAL OCONEE NUCLEAR STATION TP/2 /A /150/2 REACTOR BUILDING STRUCTURAL INTEGRITY TEST
- 1. 0 Purpose 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 greater than necessary to sustain the forces imposed by an internal Reactor Building pressure of 115%
design pressure (67. 8 psig).
- 2. 0 Reference s 2.1 FSAR sections 5.6.1.2 & 5.6.1.3
- 2. 2 Reactor Building Integrated Leak Rate Test, TP/2/A/150/3
- 2. 3 O. Drawings 78A (Rev.14), 78B (Rev. 6), 78C (Rev. I1), and 78D (Rev. 4).
- 3. 0 Time Required Seven days
- 4. 0 Prerequisite Tests ,
All activities in this procedure shall be coordinated with the leak rate test, (TP/2 /A /150/3) therefore, preparations for the leak rate test are prerequisites for the structural integrity test.
- 5. O Te st Equipment 5.1 . Precision mechanical gage for measuring R. B. internal pressure.
- 6. 0 Limitations and Precautions Same as required for TP/2/A/150/3 1
t__ _ __ _ __m __ .
- 7. O Required Unit Status 7.1 Same as required for TP/2/A/150/3
- 7. 2 Verify that applicable unit reference drawings specified on this procedure agree with reference drawings in the Master File.
- 8. 0 Prerequisite System Conditions 8.1 &me as required for TP/2/A/150/3
- 8. 2 Install taut wire deformation system.
- 8. 3 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) adjacent to the structural test system. Also, provide for telephone communication between the two system locations.
- 9. 0 Test Method i In coordination with the Integrated Leak Rate Test, TP/2/A /150/3, data will be recorded on the Taut Wire System. Taut wire data will be obtained by a special printout device supplied by Wiss, Janney, Elstner & Associates, Inc.
10.O Data Required See requirement under " Test Procedure"
- 11. 0 Acceptance Criteria i'
Adequate data is obtained to evaluate the structural integrity of the Reactor Building. 12.0 Test Procedure
- 12. 1 Record data for all Taut Wire Extensometers whenever the direction of pressurization is changed, at the beginning and end of all hold periods, every four (4) hours during hold periods, at least twice following completion of depressurization and at the following pressure levels:
During pressurization: 0, 10, 20, 40, 45, 50, 55, 60, 65, 67.8 During depressuriza_ tion: 67.8, 45, 30, 15, 0 Record data twice and record times at start and end of complete data sample.
- 12.2 During pressurization, reduce and plot Taut Wire Extensometer readings immediately following data acquisition. Compare measured deformations with predicted values to be supplied by
! Bechtel and immediately inform the test director if the measured deformations at any point become unreasonably large. 12.3 Reduce, plot and evaluate all test data prior to disconnecting and removing sensors.
- 13. 0 Enclosure s 13.1 NONE i
I 1 l l
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-+ws. . s eam- a _mg .s m. sna s,_s. _4__m- a __. _rw. -
s a . ww-t t i I f I i 1 i APPENDIX 3 4 i h l o ,I ) I l t I I
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l FINA L OCONEE NUCLEAR STATION TP /2 /B/150 /12 CONCRETE CRACK SURVEILLANCE TEST
- 1. O Purpose This procedure covers work necessary to measure and record concrete cracking patterns during the reactor building structural integrity test.
- 2. 0 Refe rence s 2.1 Oconee FSAR, Jeetions 5. 6.1. 2, 5. 6.1. 3, 5. 6. 2.1, and 5. 6. 2. 2
- 2. 2 Technical Specifications, Seetions 1. 7, 4. 4.1, 4. 4. 2, 6. 6. 4. 7d and 6. 6. 4. 7e.
- 2. 3 Reactor Building Leak Rate Test, TP/2/A/150/3.
- 2. 4 Reactor Building Structural Integrity Test, TP/2/A/150/2.
- 2. 5 0-1078D (Rev. 0) and 0-78D (Rev. 5), Concrete Crack Surveillance Integrity Test.
- 3. O Time Required From one to three days prior to the Structural Integrity and Leak Rate Test to within one day after the complete depressurization of the structure.
- 4. 0 Prerequisite Te sts, 4.1 Preparations for the StructuralIntegrity and Leak Rate Test are prerequisites for this program.
- 5. O Test Equipment 5.1 Hand Optical Comparators
- 5. 2 Tape measures
- 5. 3 Adequate lighting for measuring cracks at night
- 5. 4 Appropriate access to inspection areas
- 5. 5 Temp. Gage on IVB1 for measuring outside temp. (R. B. Temp.
(obtained from TP/2/A /150/3).
- 6. 0 Limitations and Precautions 6.1 Crack observation areas should be free of grease to permit inspsetion for cracks.
- 6. 2 Same as required for the StructuralIntegrity and Leak Rate Tests.
- 7. O Required Plant Status 7.1 Same as required for the Structural Integrity and Leak Rate Tests.
- 8. O Prerequisite System Conditions 8.1 Same as required for the Structural Integrity and Leak Rate Tests.
- 8. 2 Unit reference drawings specified it. ihis procedure agreed with reference drawings in the Master File.
- 9. 0 Test Metho_d Areas have been marked as shown on 0-1078D and 0-7t and will be inspected at different stages throughout the test as outlined in Section
- 12. O. Any cracks found in the se areas will be measured for length and width and recorded on Enclosure 13.1.
10.O Data Required See requirements under Section 12. O and 13. O.
- 11. O Acceptance Criteria The reactor building is acceptable if the test data demonstrates that
'the Reactor Building Integrity is not breached. {
- 12. O Test Procedure
- 12. 1 Stage One - One to three days before StracturalIntegrity and Leak Rate Te st.
- 12. 1. 1 Inspect areas outlined on 0-1078D and 0-78D.
12,1.2 If cracks are found by visual inspection then obtain the width with a hand optied comparator and the length with a tape measure. ~ _ ~ . - -
O '
- 12. 1. 3 Record information and sketches on Enclosure 13.1.
Obtain photographs, if the photographic technique-will clearly show the observed crack. NOTE: Only cracks with widths - .002". 12.2 Stage 2 - 29. 5 psig during pressurization 12.2.1 Repeat step 12.1.1 12.2.2 Repeat step 12.1. 2 12.2.3 Repeat step 12.1. 3 12.3 Stage 3 - 50 psig during pressurization 12.3.1 Repeat step 12.1.1
- 12. 3. 2 Repeat step 12.1. 2 12.3.3 Repeat step 12.1. 3 12.4 Stage 4 - 67. 8 psig during pressurization 12.4.1 Repeat step 12.1.1 12.4.2 Repeat step 12.1. 2 12.4.3 Repeat step 12.1. 3 12.5 Stage 5 - 59 psig during depressurization 12.5.1 Repeat step 12.1. I 12.5.2 Repeat step 12.1. 2 12.5.3 Repeat step 12.1. 3 12.6 Stage 6 - 30 psig during depressurization 12.6.1 Repeat step 12.1. I 12.6.2 Repeat step 12.1. 2 12.6.3 Repeat step 12.1. 3 12.7 Stage 7 - Within 1 day after the complete depressurization of the structure 12.7.1 Repeat step 12.1.1 12.7.2 Repeat step 12.1. 2 12.7.3 Repeat step 12.1. 3 L
\ 13.0 Enclosure s j 13. 1 Data Sheets
l ENCLOSURE 13.1 SHEET OF TP/2/B/150/12 CONCRETE CRACK DATA 1 (STAGE NO.) l SKETCH OF OBSERVED CRACKS SCALE: % = 1'-0 LEGEND STAGE R.S. REC. DATE TIME REMARKS l N O. EXT. INT. PSI BY ; AZIMUTH DUKE POWER COMPANY ELEVATION OCONEE NUCLEAR STATION LOCATION NO. UNIT NO.
ENCLOSURE 13.1 SHEET OF TP/2/B/150/12 CONCRETE CRACK DATA OY
# g Ang g, g N
k NN / NN ss s NN/ N
\ N /
N - N N N/ N N N \
\ / N N
/ N
\ N N / N N N/ N N /
N N N s N STAGE NO. f LEGEND: (CRACK LGTH.) LALE: %" = 1' 0 (CRACK WlDTH) STAGE DATE E . TE TIME PSIG REC *D BY REMARKS p I AZIMUTH DUKE POWER COMPANY ELEVATION OCONEE NUCLEAR STATION LOCATION NO. UNIT NO.
e ENCLOSURE 13.1 SHEET OF TP/2/B/150/12 CONCRETE CRACK DATA fb y fb
'//
'/ //
/
/ //
/ / /
/ / /
/ / /
/ /
' / / /
/ /
/ / / /
/ /
/ / /
/
/ / /
\/ STAGE NO.
SCALE: %" = 1' 0 LEGEND: (CRACK LGTH.) (CRACK WIDTH) I l STAGE DATE TWE
'INSIDE OF DUTSIDE OF AZIMUTH DUKE POWER COMPANY ELEVATION OCONEE NUCLEAR STATION LOCATION NO. UNIT NO.
ENCLOSURE 13.1 SHEET OF TP/2/ B/150/12 CONCRETE CTIACK DATA 4
\ \ \ \
RING GIRDER 3 2 c 1 x s s s E E BUTTRESS FACE 1 STAGE NO. EXT. FACE SCALE: %" = 1' . 0" R.B. SH ELL LEGEND: (CRACK LGTH)
,' (CRACK WIDTH)
AIR TEMP. 0 F STAGE NO, DATE TIME EXT. INT. AZIMUTH . DUKE POWER COMPANY ELEVATION OCONEE NUCLEAR STATION LOCATION NO. UNIT NO. l l 1
D t APPENDIX 4 t
,I 8
i l l r
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s 1 1 r
, o DUA L WIRE EXTENSOMETER The dual wire extensometer, used to obtain backup deformation data during the Oconee Unit 2 reactor building test, is basically a strain transducer with a bimetallic temperature compensation mechanism.
It consists of parallel stainless steel and music wires spanning the distance over which deformation is to be measured and a strain gage moment cell which responds to changes in wire tension. The wire s,
. 051 inches in diameter and spaced 2. 5 inches apart, are fixed to the structure under a tension sufficient to eliminate the possibility of stack at the maximum expected test temperature. Close to one end, the wires are cut and attached to the moment cell. The moment at the instru-mented neck of the cell is proportional to 1. 2x Tm-Ts where Tm and Ts are the tensions in the music and stainless steel wires, respectively.
( As the end points of the wires displace due to structural deformation, wire lengths change by equal amounts with corresponding changes in tensions. The elastic modulus of the music wire is greater than that of the stainless steel wire and, as a result, the structural deformation changes the output of the moment cell. Deformation is computed as the product of cell voltage output and extensometer calibration factor. This factor is a function of both cell sensitivity and the spring constants of the wires. As wire temperature varies, the tension change' ip the stainless steel wire is 1. 2 times that in the music wire. Thus,I the r - mally induced tension changes do not significantly affect moment cell output. The close spacing of the wires insures that both will have e ssentially the same temperature distribution. The systern has no moving parts and operates at low stress which reduces creep and hysteresis response to negligible levels. It is designed and calibrated to measure deformations to within 10% of actual s value or 1/250,000 of span length with the larger number governing the accuracy. Accuracy in operation is dependent on installation quality and,-
- in particular, on the >nitial wire tension and the fastening of wire ends.
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