ML20245K984
| ML20245K984 | |
| Person / Time | |
|---|---|
| Site: | LaSalle  |
| Issue date: | 06/23/1989 |
| From: | Morgan W COMMONWEALTH EDISON CO. |
| To: | Murley T Office of Nuclear Reactor Regulation |
| References | |
| 0183T, 183T, NUDOCS 8907050331 | |
| Download: ML20245K984 (17) | |
Text
_ _ _ _ _.
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~ /,- ~ \\ C:mm:nwealth Edison s
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1-72 West Adams Street, Chicago. Ilknois
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"' 2 Kddress Reply to: Post Office bot 767~
l' L. / ' Chicago, liknois 60690 - 0767 June 23, 1989 i
Dr. Thomas E. Murley, Director office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Washington, DC 20555 j
Subject:
LaSalle County Station Units 1 and 2 l
Response to Request for Additional Information Containment Tendon Wire l
Strength and Tendon Inservice Inspections HRC Docket Nos. 50-373 and 50-374 Reference (a):
P.C. Shemanski letter to T.J.
Kovach dated Ifay 3, 1989.
1 Dear Dr. Murley l
Reference (a) requested that Commonwealth Edison provide additional information to support the evaluation of the LaSalle County Station containment tendon wire strength and tendon inservice inspection issue. The following attachment provides this information.
Please direct any questions you may have regarding this matter to this office,.
Very truly yours, I f f
J%
W.
. Morgan Nuclear Licensing Administrator l
Im l
i Attachment I
l cc:
A.B.
Davis - Regional Administrator, Region III P.C.
Shemanski - Project Manager - NRR f
Senior Resident Inspector - LaSalle County 0
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' EVALUATION OF CONTAINMENT TENDON WIRE STRENGTH i
AND TENDON IN-SERVICE INSPECTIONS, AND REQUEST I
FOR ADDITIONAL INFORMATION, LASALLE COUNTY STATION UNITS 1 & 2 j
(NCR DOCKET NOS. 50-373 AND 50-374)
I l
Background:
During the 5th year inspection of LaSalle County Station (LSCS) Unit 2 and the 10th year inspection of LSCS Unit 1, it was found that two of the 12 wire samples tested had their ultimate strengths slightly below the guaranteed ultimate tensile strength of wires (Ref. 1).
The Nuclear Regulatory Commission
( NRC ). had determined that "though these results are in violation of the technical specification requirement, such incidence is within the tolerance level for wire strength and their extrapolated consequence i
would not affect the capacity of the containment to resist the postulated design accident loads."
However, the'NRC requested (Ref. 2) evidence to demon-strate that the incidence is not a systematic pattern j
of degradation.
Also, the NRC expresssed a concern over certain observed irregularities in the common tendons behavior.
To discuss these two concerns, a meeting was held with the NRC on February 15, 1989 and the additional information was provided.
In a subsequent letter (Ref. 3), the NRC identified four items resulting from the meeting and requested a formal response to complete their review.
For Item 1, the NRC concluded that there is "no need to detension additional tendons before the next scheduled inspections."
The remaining three items and responses are provided below.
Item 2 Re que s t :
" Formally submit the following (as discussed during the meeting):
a.
Wire strength variations and comparative chart demon-strating that the type of variation indicated by concern 1 (Ref. 2) is attributable to the normal variation in wire (hea t/ coil) streng6h from one end to the other.
b.
Reexamine common tendon behavior.
Allow 2% tolerance in the measured tendon forces and show that the irregu-larity indicated by concern 2 (Ref. 2) is attributable to the 2% error in the measurement of tendon forces."
f
Response
a.
Wire Strength Variation:
In order to more clearly compare the tendon wire strengths, the format of the wire strength information provided in the evaluation report (Ref. 1), Tables l
I
m 2
.s
[
[
~
1,
_4, and 5,. has-been revised and.is presented in
Tables A through D.
Also, the heat number and coil i
. number for each of the original CMTR samples, and the: percent difference offaverage CMTR strength values p
from the average In-Service: Inspection. (ISI) wire test strength values, are included.-
The vertical tendon wire strengths are presented in. Table A for
- Unit 1=and in Table B for Unit 2..
The horizontal
.i tendon wire strengths are presented'in' Table.C for Unit 1 and in Table D for Unit 2.
'While the-vertical ~ tendon wire aample strengths'for.
tendons V22A'and V231C of the most recent ISI are all lower than the CMTR values, the. remaining vertical tendons are in the range of the CMTR values or higher.
Similarily,.the. horizontal tendon wire sample strengths vary with respect to the CMTR values.
In order to quantify the correlation between the ISI wire strengths.
and the CMTR values, the average of.the ISI tendon wire-sample strengths and the corresponding average CMTR values for each coil are tabulated.
The ISI wire test strengths for the low wire strength tendons vary along the tendon wire length in'the same fashion as the CMTR results vary along the coil length.
From Tables A and-B, the maximum difference in tested strengths of the wire samples for Tendon V22A is 2.5 ksi compared to:the maximum difference of 4.8 ksi between the front to back'of any coil for this tendon.
The corresponding. values for tendon V231C are 3.5 ksi and 4.1 ksi, respectively, indicating that the. difference in strengths observed in'the ISI wire samples is attributable to the normal variation i
in the CMTR wire' strength from one end to'the other.
Also, a study of the breaking strengths of a random sample of 62 coil CMTRs showed that the maximum difference in strength between front to back of a coil is 12.9 ksi with a mean difference of 2.7 hsi and a standard deviation of 2.5 kai.
The dif ferences observed for the ISI vertical tendon wites and the corresponding coil CMTRs wires are within the mean plus one standard deviation of the random sample values, indicating that there is no pattern of degradation of wire strengths
- f rom the ISI wire strength tests.
- b. Common Tendon Behavior:
l The NRC concern 2 (Ref. 2) states the following:
" Observation of the behavior of all common tendons j
(i. e., V15C, H48AC in Unit 1, and V215C, H48EG in i
Unit 2) indicates a gross irregularity in their behavior.
For example, tendon H48AC indicates a sudden incresae in measured prestressing force in 10th year monitoring.
A similar behavior is indicated for tendon V215C an'd H48EG.
' Tendon V15C shows no decrease in prestressing force from 1st to 3rd year monitoring; however, the measured value drops suddenly by 4% between 5th and i
4 10th year inspections."
The small apparently anomalous decrease and increase in the observed lift-off forces is not significant considering the i 2% tolerance normally allowed in the measured tendon forces at each lift-off.
The measurement tolerance results from variation in the measured forces due to a number of potential sources such as jack calibration errors, pressure dial gauge accuracy, reading accuracy,.and lift-off techniques.
An error analysis performed on the calibration of l
two jacks used in the most recent inspections is presented in Table E.
The results indicate a maximum error of 1.77% for Jack #9184 and 1.56% for Jack
- 9185.
The errors are within the + 2% measurement tolerance normally allowed and the increases in the observed common tendon force measurements discussed above (maximum increase 1.45%, maximum decrease 4%)
can be attributed to the jack errors.
Measured lif t-of f forces from the four common tendons during.the past inspections are sunnarized in Table F.
Tendon V15C had the same lift-off in both the first year and the third year inspections, and then experienced an apparent 4% drop in the lift-off force between the fif th and tenth year inspections.
A loss of approximately 1% is predicted for this tendon.
It can be observed from Figure B that since the. earlier lift-offs were on the high side, it is likely'that the recent lift-off would be on the low side.
Given the predicted loss and the i 2% measurement tolerance at each lift-off, the 4% drop is within expected variation.
Since the loss is not excessive and since the tendon force (647.6 kips) is above its predicted value (641.5 kips), this condition is acceptable.
The tendon forces of three tendons (H48AC, H48EG, V215C) measured during the most recent inspection are higher than the past inspections with the maximum increase recorded for tendon H48AC.
The force increase in tendons H48EG and V215C is less than 0.5% of the -
tendon force (2.7 kips and 2.1 kips, respectively);
the increase in tendon force for H48AC from the previous inspection is 1.45% (9.7 k}ps).
The small increase in the observed lift-off forces is not significant considering the i 2% tolerance normally allowed in the measured tendon forces at each lift-off.
The scatter in the measured tendon forces, as in any set of test data, is expected.
Figures A through plots of the tendon forces versus the time s
since initial tensioning for each of the four common tendons discussed above.
It can be seen from the plots that the variation in the lift-off forces when compared to the magnitudes of the tension force is l
2_
9 not significant.
Also, the plotted tendon force
' levels fall within a narrow band coverging toward the 40 year predicted force level.
Therefore, the observed scatter in the tendon force measurements is acceptable.
Item 3 l
Request:
"During the meeting it was indicated that the sustained temperatures on both sides of the containment wall are higher than the ones considered in the design.
Investigate the effects of sustained high temperatures around the containment wall on the long-term prestressing forces, grease and on the concrete around the hot penetrations."
Response
- a. Long-te rm Prestressing Force :
During the February 1989 meeting, containment tendon temperatures were discussed with regard to their effect on tendon losses.
Containment temperatures are close to the design values and may result in maximum tendon temperatures of slightly over 100 F.
The temperature normally considered for relaxation loss calculations is room temperature, e.g. proposed i
During the meeting, the measured tendon forces were compared against the predicted values and no unusual differences were noted.
It was pointed out that most of the losses will have occured by now and an underestimate of predicted losses would already be detectable from previous surveillance results.
A further investigation has been completed and is summarized below.
The LSCS containment temperatures megt the Technical Specification 3/4.6.1.7 limit of 135 F.
The surrounding 0
building temperature is typically between 80 F and 90 F.
Extreme summer conditions, which occur over a relatively few days, could result ingigherbuilding temperatures of up to approximately 105 F.
Since containment penetrations for high temperature piping are cooled with a cooling coil system, the tendons adjacent to these penetrations will be at the same temperature as the rest of the tendons.
The maximum measurgd grease temperature to date during the ISIS is 112 F; this was measured for top grease can in a vertical tendon in August 1988 during plant operating conditions.
Based on grease temperature data, for most of the ygar, the tendons will see a temperature of between 80 F and 90 F.
l The literature of the subject on the effect of temperature on relaxation of tendon wire stress (References 4 j
and 5) does not correspond exactly to the complex j
construction, operation and climatic conditions experienced j
by the LSCS tendons.
However, a qualitative analysis can be made to understand the possible impact on
{
the LSCS tendon forces.
As shown in the stress relaxation l
curves in Reference 5 for steel wires tensioned initially
{
l
to 71% of the. tensile ' strength, the dif ference in
.the ultimate rglaxation stress. loss for wires tgsted
)
L undgr 22 C (72 F room temperature) and under 35 C 4
(95 F. station operating temperature) is small when j
compared with ~the total tendon force.
The LSCS Unit 1 tendons,have been initially tensioned.in 1978 and the Unit 2 tendons in 1980;.the-two units-have been operating since 1982 and 1984, respectively.
By
)
initial operation, most of the relaxation loss had already occurred in the tendon wires at temperatures close to.the-room temperature case.
Since initial operation, any possible increase'in the rate of locs a
due to operating temperatures above the. room temperature had been realized and should be detectable by_now.
The potential for increase in the stress loss due to temperature from now.to the end of the station life is minimal since af ter approximately 15 months the. rate of. relaxation loss drops off significantly.
Therefore, the effects of the sustained. operating temperatures around the containment wall on the long-term
-i prestressing-forces are considered insignificant.
b.
. Grease' Performance:
The grease in the cans was found to have good consistency.
')
Laboratory. test results of the grease samples were found acceptable.
Some darkening of the grease was noticed in a few of the grease cans and this is normal behavior for the grease.
No grease leakage has been-noted.
I The visual inspections performed on the tendon end anchorage components and on the removed wires of the detensioned tendons did not show any significant corrosion.
The ISI results indicate that the grease has been serving its intended function of protecting j
the tendon system and that the sustained operating temperatures had no adverse effects.
c.
Concrete Around Hot Pene trations :
The code allowable concrete temperature in the localized g
regions such as hot penetrations is 200 F (ACI-349, Appendix A) under station " operating conditions.
Since cooling coils are provided in the sleeve penetra-0 tions whose air temperature exceeds 200 F, concrete around these hot penetrations are within the code allowable temperature.
l I
, J i
1 Item 4 Request:
"During the next scheduled inspection of both units, Lin" addition to the routine inspection, detension two additional tendons (one from each unit) adjacent to the ones showing low wire strengths and test the wire samples j
together with the wire samples from the routine inspections."
Response :- Two additional tendons (one from each unit) adjacent
_l to the. tendons showing. low wire strengths will be included j
for detensioning 'and material tests in addition to the scheduled tendons in 1993.
Currently, the two additional tendons, tendon V21A for Unit 1 and tendon V232C for Unit 2, will'be' included.
These additional tendons are adjacent-to the low wire strength tendons V22A in Unit 1 and V231C in Unit 2.
References:
1.
Special Report Attached to the CECO letter to B. A. Dayis (NRC Region III), dated September 283 1988.
2.
Request,for Additional Information from P. Shemanski
.(NRC) to H. E. Bliss (CECO), dated December 12, 1988.
3.
Request for Additional Information from P. Shemanski (NRC) to T. J. Kovach (CECO),. dated May 3, 1989.
4.
D.
Magura, M.
Sozen, and C.
- Siess, "A Study of Stress Relaxation in Prestressing Reinforcement",
PCI Journal, April 1964.
5.
N. Podolny, Jr., T. Melville, " Understanding the Relaxation in Prestressing", PCI Journal, August 1969.
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TABLE.E i
LIFT-0FF FORCE MEASUREMENT:
ERROR ANALYSIS RESULTS
-l 0
JACK CALIBRATION TWO (2)' JACKS' WERE USED IN THE 1988 ISI MAX CALIBRATION ERROR FOR JACK 9184 = 1.06%
-- MAX CALIBRATION ERROR FOR JACK 9185'= 0.65%
0
. PRESS URE DI AL GAUGE' USED DURING LIFT-OFFS DIAL GAUGE ERROR
= 1.0%
. READING ACCURACY (50eS I)
= 1.0%
.s
- 0 MAX ERROREIN LIFT-OFF FORCE MEASUREMENT
. MAX' ERROR = (JACK-CALIBRATION ERROR 2 + DIA GUAGE ERROR-
+ READING ACCURACY 2)b MAX EF?.OR WITH JACK #9184
= 1.'i7%
MAX ERROR WITH JACK #9185
= 1.56%
I m_
- - - _ -_i--_________-___.___-_____
l 4
TABLE F l
l LASALLE C0tHON TENDON HISTORY l
i
)
LIFT-OFF (KIPS) DURING INSPECTIONS TENDON UNIT IST YEAR 3RD YEAR STH YEAR 10TH YEAR REMARKS H48AC 1
697.4 676.5 668.8 678.5 t = 2 years g
V15C 1
690.0 690.0 676.8 o47,6 H48EG 2
665.6 659,7 662.4 t = 4 years o
V215C 2
662.9 649.2 651.3 i
t = Time interval from initial tensioning to the 1st year inspection.
o Initial tensioning year for Unit 1 tendons = 1978 Initial tensioning year for Unit 2 tendons = 1980 I
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