ML19326A793
| ML19326A793 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 02/19/1969 |
| From: | Bryant J, Long F, Swan W US ATOMIC ENERGY COMMISSION (AEC) |
| To: | |
| Shared Package | |
| ML19326A790 | List: |
| References | |
| 50-302-69-01, 50-302-69-1, NUDOCS 8003040753 | |
| Download: ML19326A793 (7) | |
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L U. S. NIOMIC ENERGY COMMISSION REGION II DIVISION OF COMPLIANCE Report of Inspection C0 Report No. 50-302/69-1 Licensee:
Florida Power Corporation License No. CPPR-51 Category A Date of Inspection:
January 23-24, 1969 Date of Previous Inspection:
October 30 - Novmber 1, 1968 g,.; s T' Inspected By:
dw.mb d2'f/09
. D.13rgant, Reactor Inspector (Date)
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& I. Oc Inspected B A N 11 e
.:t 9/((N W. B.
Reactor Inspector (Const.)
(Dat6)
Reviewed f N f/
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- r. o.'Idng,' SenicG Reactor Inspector
'(Ddte)
SCOPE A routine announced inspection was made of the 855 MWe pressurized water reactor under construction near Crystal River, Florida.
SUMMARY
Safety Items: None Nonconfomance Ites: The PSAR, Vol. 4, Page 21, states that the site will be excavated to cap rock and back-filled to foundation level partially with grouted crushed limerock and partially with 80030402 9 l
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ca pacted crushed limerock. Excavation to cap rock has been empleted, i
but plans have been changed to back-fill with 1500 psi strength concrete.
Bennett stated that the change will be justified in the FSAR, and since the change is regarded as an improvement by the inspectors, no action will be taken by Region II.
(See Detail E.)
Unusual Occurrences: None Status of Previously Reported Probles:
None Other Significant Items:
None
$nnagement Interview:
Present were Bennett, Froats, and Shows.
In discussing the quality assurance program, the inspector stated that he felt Florida Power Corp. would feel the need to becme more directly involved in the actual observation of work than now seemed to be indicated. He infomed Bennett that Froats had all infomation readily retrievable at present, but pointed out that trained personnel would probably soon be needed for this to free Froats for field woek and planning. Bennett stated that help would be provided as needed e
and reinded the inspector that F. P. C. had competent engineers in each necessary discipline at the site. The inspector asked if these men had managerial duties as well as the duty to see that quality work was done. He stated that they actually planned and directed the work, and had emplete authority over the quality of the work.
The inspector stated that this would place th e in the position of approving their own performance.
Bennett agreed, but believes he has adequate checks on perfomance, and he has emplete confidence in the men.
(See Detail D.)
The inspector ir.fomed Bennett that it would be well to discuss major design changes with DRL to avoid possible future difficulties.
The inspector stated that he anticipated no problems due to changes in foundation preparation, but that future changes might be more questionable. Bennett stated that all changes would be justified, and would probably be discussed with DRL beforehand.
(See Detail E.)
Bennett asked if many probles were being experienced with Cadwelds at other sites. The inspector said that in Region II none of the inspectors had reported difficulty recently and that proper technique and qualification semed to minimize difficulties.
. DETAIIS A.
Persons Contacted l
H. L. Bennett, Constmetion Manager, FPC W. R. Zimmeman. Assistant Construction Manager, FPC E. Froats, Quality Assurance Supervisor, FPC E. P. Shows, Project Manager, J. A. Jones Construction Co.
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W. Connely, Plant Manager, West Coast ConcreteCo.
J. Westover, Batch Plant Operator, West Coast Concrete Co.
B.
Organization:
In CO Report 50-302/68-1, it was reported that Jones Construction Co. was bui m ng Unit 2 and would build Unit 3.
This was in error. The inspector was under the erroneous opinion that Mills and Jones Constmetion Co. and J. A. Jones Constmetion Co. were affiliates. Shows has 20 years experience with J. A. Jones, with much of this time spent at Hanford. Sho m will be at the site full time fra now until construction is emplete.
N Froats stated that Gilbert Associates, the Architect Engineer, will have a QA man on site beginning January 27, 1969.
C.
Concrete A ready-mix batching plant was erected 4-1/2 miles fra the construction site by the West Coast Concrete Co. of Brooksville and Crystal River, Florida.
This plant was erected to furnish grout for sub-surface consolidation at Unit 3, to serve other local projects, and in the hope of getting the contract for all concrete used in Unit 3.
In the event that West Coast Concrete Co. gets the contract for Unit 3, they will serve no other cust mers from this ready-mix plant. Since it seems quite likely that West Coast will receive the contract for Unit 3, the plant was inspected during the visit.
'Ihe plant is a new Rexr-Chain Belt fully-autmatic concrete batching plant according to N. R. M. C. A. standards. This plant can accurately weigh and discharge any 2 of 2 cements or fly ash, any 3 of 5 aggregates, and any 2 of 3 admixtures into each truck. A punch card is precoded for each special mixture l
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- and inserted into the ::ontrol panel. The batch operator dials the amount of concrete desired up to 10 yards in 1/4 yard incre-ments. All weighing and adjustments for moisture are electroni-cally controlled.
All weights are printed out on the delivery ticket along with the truck number, date, time, and batch number.
Howe Richardson scales are used, and are calibrated every 90 days by Fairbanks Morse.
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'Ihe plant capacity is 150 yards per hour, and adequate delivery equip;snt is available. Twenty-four hour service can be provided if needed. West Coast has another batch plant about eight miles away which can serve as back-up if needed.
Aggregate piles are separated by about twenty feet and are each i
enclosed in concrete block walled and concrete floored bins.
Sprays are installed for washing coarse aggregates.
Materials Sand:
Sand is furnished by Silica Sand Co., Iassburg, Florida pit, and is specified as natural silica sand. Analysis records by d
Iaw Engineering Testing Co :how this sand meets ASM C33 grada-tion specifications except that 89% passed a No. 16 screen, while 50 to 85% is specified. The soundness modulus is 2.38 and deleterious matter was specified as satisfactory according to ASM C33 The sand has been accepted by the Architect Engineers, Gilbert and Associates, and by their consultants, Woodward -
Clyde - Sherard and Associates. The Silica Sand Co. is on the approved list of suppliers of the Corps. of Engineers.
Coarse Aarrerate Brooksville Crushed Limestone fran Brooksville Rock Co. pit and by Florida Crushed Stone Co. Aggregates meet AS M C33 gradation specifications and ASM Cl31 Ios Angeles Abrasion Test require-ments according to Iaw Engineerging Testing Co. reports. Sodium sulfate tests show, on three different aggregates, losses of 13.5%,19.7%, and 33.8%, whereas ASM C33 specifies 12%.
Para-graph 9 of ASM C33 states that aggregates failing to meet this requirement may be accepted, based on a sound history of usage.
Froats and Connely stated that this history exists, and showed the inspector that the vendor is on the Corps of Engineers approved list of suppliers. Gilbert Associates has accepted the aggregate.
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g 5-i The inspector stated that he felt shear and tensile tests should be run on the aggregate since the stratified limestone seened somewhat deficient in these respects. Compressive strength tests on 20 design mix reports inspected revealed an average of at least 30% over design compressive strength.
Further tests are being perfonned on the aggregate, and these results will be reviewed on the next inspection.
Cement Canent will be supplied by Florida Portland Cement Co.
Test reports verified analysis according to AS'IM C-150.
Water Water is supplied fran a well.
Florida Testing Laboratory analysis shows chlorides as 27 ppa, sulfides as 0, nitrates as 0.01 ppn, and turbidity as @
Admixtures Admixtures are supplied by W. R. Grace Co., and are bulk Darex (air entraining agrant) Daratard HC (retarding densifier), and W.R.D.A. (water reducer). All are delivered in bulk and dispensed through the electronic batching panel.
D.
Quality Assurance Froats outlined plans for quality control on site and for record keeping, and also for scheduling of acceptance tests of equipnent and systems. Swan asked if he had considered timing his schedule of critical tests to event numbers on the construction schedule print-out rather than to anticipated dates. Froats said that he would consider this method. He has established a record keeping plan by systens and anploying a decimal system.
Since there are very few records so far, he has little feel for how workable the system will be.
There still are no izanediate plans for augmenting the QC staff, and heavy reliance is being placed on contractor and independent agent quality control. The inspector mentioned that as the work tempo increases, it is unlikely that Froats will have time for assembling and filing records and also be able to retain his O
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~6-confidence that his quality control system is working. The inspector also stated that be felt Florida Power Corporation j
will find it needs to becue more deeply involved in in-house inspectors than it now anticipates.
Froats was asked what plans had been made for protection of reinforcing steel between its arrival at the site and placement in the structure. He said that o far no specific plans had been made for this. The inspectors pointed out that dirt or excessive corrosion on the re-steel could cause considerable difficulty in meeting specifications when concrete placements were to be made.
(Storage of materials was also discussed in C0 Report 50-302/68-1.) It was mentioned that a QC plan for handling of the steel could be beneficial.
E.
Foundation Preparations As stated in CO Report 50-302/68-1, the curtain wall around the reactor building and around the turbine and auxiliary buildings nas been empleted. The area under the reactor building has been excavated to cap rock. This has provided a base which O
varies about 5 feet in depth with the lower point about 12 feet below grade. The PSAR stated that this would be back filled with grouted crushed limerock fill of three grades and elevations.
Campacted limerock has been placed in the lower part to a maximum depth of 18 inches and feathering out toward the edges, pre-senting a level floor except for the 5-foot-high limestone plateau extending over approximately 25% of the excavation.
The tendon gallery wall outer foms are fine grained grouted concrete block which will serve as pemanent outer foms for the 2 foot, 9 inch thick gallery wall. It nas been decided to l
backfill to the tcp of the gallery wall with a 1500 psi design mix rather than with the grouted limerock.
This elevation will be the botta of the base mat.
Two wells extending 60 feet below grade are in use to remove water fra the excavated area. This water is believed to be c eing fr a beneath the curtain wall, and is being maintained l
at the -60 foot 1svel by pumps renoving approximately 500 to 600 gpn.
When the backfill has been empleted, the pumps will be stopped and consolidation grouting will br done through the concrete backfill forcing the water out.
hnsolidation grouting will be done as described in the PSAR.
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. The limestone cap rock seemed to have little unifomity or integrity, see of it being ruptured by kicking; however, Florida Power Corporation personnel said they obtained very good bearing by grouting this material under Units 1 and 2.
There has been no measured settling under Unit 1 as verified by frequent surveys.
F.
Construction Schedule Selected schedule milestones are as follows:
2/15/69 Begin consolidation grouting Place tendon gallery walls 3/69 4/69 Erect base mat steel 6/3/69 First concrete placement in base mat 8/69 Caplete base mat 8/69 Begin bottom liner plate
. 11/69 First wall concrete placanent 10/71 Leak rate test 11/71 Hot functional test 2/9/72 Fuel loading 5/24/72 ctartup G.
Tendons I
i The contract for tendons has been given to Prescon Corp. of j
Corpus Christi.
Tendons will be made of 163 strand, 0.276 inch i
wire with a tensile strength of 240,000 psi, confoming to AS'IM A 421-65. This wire will be imported and is described as British stabilized wire.
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