ML19326B244
| ML19326B244 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 11/24/1976 |
| From: | Rodgers J FLORIDA POWER CORP. |
| To: | Stolz J Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 8003120755 | |
| Download: ML19326B244 (3) | |
Text
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Mr Stolz FROM: Florida ~ Power Corporation DATE oF DOCUMENT St Petersburg, Fla J T RodgerS DATE RECElvED W LE TTc n O NOTORIZ E D PROP INPUT F oRM NUMBER oF CoPlLS RECEIVED HIGINAL
$ UNC LAS$6H E D DESCniPTioN ENCLoSU RE Ltr requesting an extention of time for Completion of unit from 12-31-76 to 6-30-77 DO NOT REMOYF1
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WlBV"llB PLANT NAME:
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Subject:
Florida Power Corporation
//4... J Crystal River Unit #3 Docket No. 50-302
Dear Mr. Stol:
Florida Power Corporation hereby applies for an extension of time for completion of Crystal River Unit #3 as covered by Provisional Construction Permit No. CPPR-51, granted on September 25, 1968.
Our construction / testing schedule updated October 21, 1974, projected the earliest fuel load date would be 3/1/76 and the latest would be 9/1/76.
Florida Power Corporation lurrently expects to have CPPR-51 converted to an operating license in early December, 1976, and reaching 40% power 1evel in February, 1977.
Florida Power Corporation is making this request for ex-tension of CPPR-51 prior to expiration to insure that CPPR-51 will remain in effect in the event issuance of the operating license for CR# 3 is delay 3d by NRC beyond the December 31, 1976 expiration date
.t CPPR-51.
The major construction delay which prevented us from achiev-ing the previously projected fuel load schedule was the repairing of the delamination in the concrete of the CR#3 Reactor Building Dome.
12000 General Office 3201 Thirty-fourtn street soutn. P o Box 14c42. St. Petersburg. F!crida 33733 8, ? -866-5151
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Mr. John Stolz November 24, 1976 This delamination was discovered on Wednesday, April 14, 1976,-while construction crews were placing cinch anchors in the dome concrete of the CR#3 Reactor Building.
The investigation into the condition of the structure, final resolution of a method of repair, repair of the structure, and successful testing of the structure, as evidenced by successful completion of the Structural Integrity Test on November 3, 1976, covered a period of approximately 6 months, all as previously reported and reviewed by NRC.
Based on the above information, we hereby request that Construction Permit CPPR-51 be extended from December 31, 1976, until June 30, 1977.
Sincerely yours, J.
. Rodger Asst. Vice President JTR/iw 1
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G 1.0
'IEST SEQGl*C The Test Sequence is as described in Test Procedure No. TP 715010.
The actual time and pressure levels achieved during the Test are as noted below:
Date Tire Pressure Co=ments 10/31/76 08:19 00.00 psig 15:03 6.00 16:20 10.00 17:10 12.00 Interim inspection at this pressure level.
19:00 12.00 20:37 15.00 22:12 20.00 23:50 25.00 11/1/76 01:29 30.00 03:04 35.00 Hold Point.
06:04 35.00 08:50 40.00 10:56 45.00 Hold Point.
14:56 45.00 16:29 50.00 18:11 55.00 Hold Point.
l 21:12 55.00 22:44 60.00 11/2/76 01:46 63.30 Hold Point.
04:40 63.30 06:20 60.00 08:25 55.00 Hold Point.
09:25 55.00 12:03 50.00
1.0 Tost S:quenco (Cont.)
4 Date Time Pressure Coccents
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11/2/76 14:39 45.00 psig Hold Point.
17:31 40.00 18:59 35.00 Hold Point.
19:58 35.00 22:49 30.00 11/3/76 00:3,3 25.0 0 a
02:19 20.00 03:58 15.00 1
05:00 12.00 Hold Point.
06:00 12.00 07:35 09.04 08:58 05.00 11:06 00.00 Hold Point.
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CONTENTS 1.0 TEST SEQUENCE 2.0 DISPLACE'ENTS 3.0 DOME STRAINS 4.0 CRACK PATTERNS 5.0 TENDON ANCHORAGE ZONE INSPECTION
6.0 CONCLUSION
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2.0 DISPLACDICs*TS contains Data Sheets 1 and 2 'of 4.
Those dated 11/2/76, time 2:41, indicate extensemater readings at 63.3 psig. The gage locations are as indicated in TP 7 1 150 1 0*, with all readings given in inches of displacement, using scientific notation, from the original 0.0 psig readings on 10/31/76, time 8:19. The Data Sheets dated 11/3/76, time 12:08, are the final readings after one hour of stabilization at 0.0 psig.
Data from these sheets are plotted on graphs included in Attachment 1.
During the test, the ' acceptance criteria for gage locations 128, 129, 130, 25, 26, and 27 vere re-evaluated. The criteria of TP 7 1 150 1 0 were based on theoretical displacements at the centerline of the dome, rather than at the actual gage location; i.e., the liner surface. Due to rotation of the A
concrete section, the displacement limits shown in the plots of Attachment 1 for gages 128, 129, 130, 25, 26, and 27 are corrected values including the rotational effect.
Within the limits of the recording instrument accuracy and historic behavior of large concrete structures, all displacements are quite regular and conform well with predicted values. Values of "zero shift" are quite small; in all cases less than 0.09 inches.
- TP 7 1 150 1 0 Florida Power Corporation Test Procedure, Reactor Building Structural Integrity Test, 11/5/75.
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1 3.0 DOME ST?al.';S
, contains Data Sheet 4, Pages 8 through 13, and 14 through 16, which indicate the strains in the repaired deme. The sheets 8 through 13, dated 11/2/76, time 2:41, indicate reinf orcing bar strain gage, Ailtech concrete strain gage, and liner strain gage readings in micro-inches per inch for the 63.3 psig pressure. The sheets dated 11/3/76,.ime 12:08, are the readings after one hour of stabilization at 0.0 psig. All gages were initially set at zero for 0.0 psig on 11/31/76, time 8:19.
The location of the gages is as shown in TP 7 1 150 1 0.
Gage performances will be further evaluated for the Final Report, but it appears that some of the gages were connected such that they indicated an opposite sign. The data evaluation sheets of Attachment 2 were compiled assuming that ! e gages indicating
" compression" were wired incorrectly during installation.
Much of the mem-brane strain data is quite consistent. The strains obtained compare favor-ably with the predicted values.
Data Sheets 14 through 16 contain the data recovered from the #6 Radial l
Reinf orce=ent. Values of strain obtained indicate that the maxi =um residual force in the radial reinforcement, as a result of the Structural Integrity Test, is in the neighborhood of 2 kips.
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