ML19319C820
| ML19319C820 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 10/10/1969 |
| From: | Bryant J, Seidle W US ATOMIC ENERGY COMMISSION (AEC) |
| To: | |
| Shared Package | |
| ML19319C815 | List: |
| References | |
| 50-302-69-05, 50-302-69-5, NUDOCS 8003040785 | |
| Download: ML19319C820 (8) | |
Text
_ _ - - _ _ _ _ _ _
._.__i O
{~'\\,
')
1
%J U. S. ATOMIC ENERGY C0ltiISSION REGION II DIVISION OF COMPLIANCE Report of Inspection CO Report No. 50-302/69-5 Licensee:
Florida Power Corporation License No. CPPR-51 Category A Date of Inspection:
September 24-25, 1969 Date of Previous Inspection:
July 29-30, 1969 j/// //3 //
Inspected By:
~-
CT Bryant actor Inspector
)fatF
'-L4 0_-
/
/C//O[/(,f Reviewed By:
"r
..-n W. C. Sej-
.VSenior Reactor Inspector Ddte Proprietary Infor1 nation:
None SCOPE A routine, announced inspection was made of Crystal River Unit 3, an 855 Mwe pressurized water reactor under construction near Crystal River, Florida.
The inspector was accompanied by W. C. Seidle, Senior Reactor Inspector, Region II.
SU) MARY Safety Itans - None Nonconfonnance Itans - None Status of Previously Reported Problems - None Other Significant Problems - None 800804o } g g
-_n
2?
p r,
C0 Report No. 50-302/69-5 -
Management Interview - The meeting was held with Bennett and Froats.
The inspector said that since reinforcing ster' muld probably be received onsite prior to the next Compliance ection, he hoped that the procedure for the receiving inspec' of this steel would be ready by then. Froats assured him that the procedure would be ready prior to the receipt of any steel.
(See Section G.)
The inspector noted that there was still no written procedure stating the required strength of the grout, as delivered, that would be necessary in order to furnish the correct strength in place. Froats stated that this procedure would be available and would state the required strength prior to any grouting being done in a Class I structure.
The construction schedule and labor problems were discussed with Bennett. (See Section C.)
The inspector mentioned cracks seen in the tendon gallery from walls, and said that he would be very interested in documentation of any cracks found.
(See Section E.)
Og Documentation of the reactor recirculation pipe that has been received and the problems found in the use of A312 pipe at other facilities were discucced.
(See Section F.)
DETAILS A.
Persons Contacted J. T. Rodgers. Florida Power Corporation (FPC), Nuclear Project Manager
)
H. L. Bennett, FPC, Manager, Power Construction E. T.
Froats, FPC, Quality Engineer R. B. McKnight, FPC, Projects Engineer C. Pachos, FPC, Structural Construction Supervisor E. P. Shows, J. A. Jones Construction Company, Construction Manager W. Santamour, Gilbert Associates, Inc. (GAI), Geologist S. R. Buckingham, GAI, Resident QA Engineer B.
Organization Buckingham has replaced Fleck as GAI resident QA engineer.
Buckingham graduated in 1961 from Western Maryland College with a B.A. degree and fajors in pre-med and math. In 1967, he
1 1
G CO Report No. 50-302/69-5 ~
received a B.S. degree in civil engineering from the University of Maryland. He has three years service as a military platoon leader, 18 months with Bechtel Corporation at the Rochester Gas and Electric nuclear plant, and 8 months with GAI in Japan at Kansai Electric Power Company.
C.
Construction Progress Excavation centinues in the spent fuel pit area. To date, 15,000 l
cubic yards of lean concrete backfill have been placed. It is estimated by Pachos that 12,000 yards more will be placed before mat construction can begin. No additional consolidation grouting j
has taken place since the previous inspection. As noted in that inspection, the Anspectors observed grout being pumped out by the dewatering pumps; therefore, grouting stopped at that time.
It is estimated that six more work weeks will be required to emplete excavation and backfilling. After that time, an additional four to six weeks will be required for consolidation grouting.
_A, serious labor stoppare is exnected on Wednaad=y,
_ October 4, M.en the ironworkers' contr=r+ = Waa. At present, Oj negotiations appear to have been unseccessful. According to Froats, these men are seeking a pay increase fran $4.50 an hour
~
to $9.50. It is anticipated by Rodgers and Bennett that the men will go out on strike on October 1, and that a picket line probably will be established which will be honored by the other crafts. Therefore, they cannot predict just what effect this is going to have on the constmetion schedule. Should the strike not occur, the schedule would indicate that base mat steel would not be placed until December at best. In CO Report No. 50-302/69-1, the inspector reported that base mat steel was scheduled to be placed in April 1969.
'Ihis would indicate that the construction schedule has slipped at least eight months. Pachos stated that his original under-standing was that base mat steel would be placed in December 1968, which indicates a possible slippage of 12 months. Bennett was not willing to make firm schedule predictions due to the impending strike.
Unit No. 2, a 500 Mwe coal fired unit, is nearing completion.
Bennett stated that they hoped to fire the boilers on September 27.
They have been attempting tu have this unit completed prior to the strike so that it could be placed in operation. Their intere-tion is to place Unit 2 in operation and take Unit 1 off line for conversion fran coal to oil.
i d
l
.i C0 Report No. 50-302/69-5,
D.
Tendon Tests McKnight described tests that he had witnessed at Prescon Corpo-ration in Corpus Christi. CO Report No. 50-302/69-1, Section G, //
states that tendons will be made of British stabilized wire
/
confoming to ASM A421-65 Tests that McKnight has witnessed were made with the British wire and also with Japanese wire.
According to him, it has not been definitely decided which wire will be used. He stated that he had found scue charac-teristics of the Japanese wire preferable to the British wire.
j Resolution of this matter will be reported by the inspector i
at a later date.
~~
m E.
Cracks In Tendon Gallery Wall Poms As stated in earlier reports, the tendon gallery wall external foms are made of concrete block. 'lhe inspector observed a hairline crack extending horizontally through two of these blocle and three feet along the limerock foundation material.
In another location, about 90* removed from the first crack, a diagonal crack about four-feet long was seen. This crack, at its largest, was approximately 1/8-inch wide. A portion i
of the bearing material had been removed fra under the section containing the hairline crack in order to clean out an area of fractured rock noted during the previous inspection.
Since these walls are not structural members, the inspec.,or
_ was ennea d e t u n y==^'a aattl i ng.
He quettioned Santamour concerning the GAI evaluation of the cracks. Santamour said that he thought the hariline crack was due entirely to the excavation underneath, since it did not appear until the area was excavated and had not changed since it first appeared.
Santamour believed that the other crack was caused by driving sheet piling for a cofferdam about 15 feet away. He said that sane of the piles required as many as 170 blows per inch at some levels, and that the wall crack appeared while piles were being driven. He said that he had measured and recorded the crack dimensions, and that it had not changed since the piles were driven. No cracks were observed in the exposed portion of the innemost tendon gallery fom wall which is also the exterior face of the containment base mat backfill. The inspector infomed Froats that he would be interested in records of his examination of the rest of this wall as it is exposed.
I s
J
s d
C0 Report No. 50-302/69-5 5-F.
Class I Pininst Two sections of pipe for the residual heat removal system have been received. They are 7/16-inch thick, 14-inches diameter, and approximately 20-feet long of ASTM A358 Type 304 steel with a carbon steel flange welded on one end.
Froats presented extensive documentation on this pipe. The pipe was fabricated by Power Piping Company of Piltaburgh and was certified by than to be designed, fabricated, and inspected according to Subsection 1, draft USA Standard B31.7, " Nuclear Power Piping for Class N1".
Documents evamirted included the following:
Weld procedure and weldor qualifications NDT personnel and procedure qualifications for RT and PT Certification of UT of plate according to AS1M Ell 4-63 Certification of 100% RT of longitudinal and girth welds Analysis of wire for all welds Material chemical, physical, and transverse tension test
/
Weld bend test Hydro test Repair and rejection procedures Certification of PT material GAI source inspection reports and shipping release Weldor qualifications to the procedure were tot present.
Froats said that they were supposedly in the St. Petersburg office, and he would have than sent to the site. He also intends an extensive evaluation and verification of the documentation.
Apparently FPC is considering giving a large contract to Power Piping Company and he vants the records verified first.
l R - ination of the pipe revealed convolutions on the inner side
('
of the only bend, and rusting in the bend area. GAI said that the convolutions were within code requirements, but Froats is not satisfied on this point. The inspectors pointed out that l
the tack welds where the N1 plate was attached, apparently had
~
not been cleaned and examined.
Froats' resolution of the questions will be checked on a subsequent inspection.
4
---e
-a,--
~e-+-
-, -. -. - - - - - - -, - - - - - -,, - - -,. ~, - -
-,,v
e N
O CO Report No. 50-302/69-5 - -
G.
QA Procedures 1.
Cadweld Solices This procedure describes crew qualifications and destructive tests.
It then prescribes the frequency of testing produc-tion splices which, as installed, are intended for use. It states that the initial sampling rate will be one of each 25 made by each crew until a total of 50 splices have been-broken. This 50 will include the 2G test splices made during qualification. Statistical methods will be employed on the i
results and test frequencies may be dropped to three splices l
per 100. A final decrease in rate may be made to two per 100 for each crew, after a total of 150 tests,as long as the lower tolerance limit remains above 70,000 psi.
2.
Reinforcing Steel i
The purchase order states that the steel will conform to ASE A615-68, Grade 40, and that it will be bent cold and according to ACI 318-63; welded wire fabric will conform to ASTM A185-68. It specifies the testing by a testing labora-tory, test reports to be furnished, segregation to be maintained, and tagging for shipment.
The order also specifies that the vendor will sulanit to the owner written quality contro) procedures, including material control and handmg, bending and foming proce.fures, foming tolerances, cleanliness and shipping procedures.
l The J. A. Jones Construction Company QA procedure for rein-forcirg steel includes receiving, handling, placing, and Cadwelding. It states that steel will be stored on dunnage, specifies the inspection of sleeves and molds and cleaning procedures for bar ends prior to Cadwelding.
1.
Containment Liner The Chicago Bridge and Iron procedures include a quality assurance organization chart, a description of the tests and checks made on incaning material, and the departments responsible for these checks. Shop procedures also include material verifi-cations, sununary sheets, follower sheets, work orders, and procedures for the handling and disposition of nonconfoming w
O CO Report No. 50-302/69-5 _
material. hey furnished, also, a construction quality assurance plan, welding procedure speci11 cations, spot radiographic procedure, liquid penetrant e==4 nation procedure, vacutan box test procedure, and halogen leak test procedure.
The welding QC procedures state that all weldors will be qualified in accordance with the ASE Code,Section II, and that certificates of qualification will be filed at the site. Welding procedures for shielded metal arc and autamatic submerged metal arc were included. A descrip-tion of tests to be perfomed on each type weld included 2% spot radiography. he FPC liner QA procedure states that the AE QA supervisor will designate the spots to be i
radiographed.
H.
Concrete Desian Mixes C0 Report No. 50-302/69-2 describes how the original design mixes were made using the wrong cement. New design mixes by Iaw Rtgineering Testing Company, using Florida Portland Cement g
'Jospany Type II, moderate Heat Cement, were examined.
Mose
. sixes were the same as the originals in other respects.
Two XXX) pai mixes averaged in 28-day compressive strength, 6300 pai. Three,3000 pai mixes averaged 4420, 4670, and 5180 pai.
I.
Training The FPC nuclear project training program was examined, and training categories are listed below:
1.
Academic training by FPC graduate nuclear engineers 2.
Nuclear instrumentation theo,f and application at North Carolina State University 3
Nuclear power plant observation training at Indian Point 1 and Connecticut yankee 4.
Babcock and Wilcox nuclear plant design training in Ignchburg 5.
Onsite training and testing 6.
Connecticut Yankee refueling
..,s 1
C0 Report No. ~50-302/69-5 --
o 7.
Batey nuclear instrumentation and protective systems in Ohio 8.
Baley computer operations 9.
Health physics and radio chemistry at Georgia Tech.
f s
j 4
i i.
i i
I f
i i
4
-.- -..