ML20040E259
| ML20040E259 | |
| Person / Time | |
|---|---|
| Site: | Byron, Braidwood, 05000000 |
| Issue date: | 01/28/1982 |
| From: | Tramm T COMMONWEALTH EDISON CO. |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 8202040084 | |
| Download: ML20040E259 (12) | |
Text
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[D Commonwealth Edison l
) on? First Nationit P! ara. Chicigo; lilinois
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C/ 7 Address Reply to: Post Office Box 767
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,/ Chicago, Illinois 60690
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January 28, 1982 t-S
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Mr. Harold R. Denton, Director flECBVED Q\\
Office of Nuclear Reactor-Regulation g
U.S. Nuclear Regulatory Commission J
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Washington, DC 20555 FEB 31982>
9 a ncn rsau w csac:mi II
Subject:
Byron Station Units 1 and 2 Braidwood Station Units 1 and 2 g
Advance FSAR In formation N
NRC Docket Nos. 50-454/455/456/457
Dear Mr. Denton:
This is to provide advance copies of information which will be included in the Byron /Braidwood FSAR in the next amendment.
Attachment A to this letter lists the information enclosed.
One (1) signed original and fifty-nine (59) copies o f this letter are provided.
Fifteen (15) copies of the enclosures are included for your review and approval.
Please address further questions to this o f fice.
Very truly yours, Y$
p Nuclear Licensing Administrator T.R.
Tramm Pressurized Water Reactors Attachment i
I 3129N 0l 0
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8202040084 820128 PDR ADOCK 05000454 A
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i Attachment A List o f Enclosed Information I.
FSAR Question Responses Revised:
040.108 371.11 421.19 II.
Miscellaneous Licensee Qualification Branch Item l
1 1
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3349N l
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B/B-FSAR QUESTION 040.108
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" Assume an unlikely event has occurred requiring operation of a diesel generator for a prolonged period that would require replenishment of fuel oil o.ithout interrupting operation of the diesel generator.
What provision has been made in the design of the fuel oil storage fill system to minimize the creation of turbulence of the.
sediment in the bottom of the storage tank.
Stirring of this sediment during addition of new fuel has the potential of causing the overall quality of the fuel i
to become unacceptable and could potentially lead to the degradation or failure of the diesel generator."
RESPONSE
A filter has been provided on the fill lines to the diesel oil storage tanks.
The filters are rated 5 micron, 98%
removal.
In addition, filters have been provided on the discharge of each diesel oil storage tank transfer pump.
The rating of those filters is also 5 micron, 98% removal.
)
In order to minimize turbulence of the sediment in the bottom of the storage tanks during addition of new fuel while the engine is in operation, the following procedure will be followed for Unit 1.
The twin diesel oil tanks supplying the Unit 1 emergency diesels, during prolonged periods of operation, will be replenished by refilling one tank with the other tank in service and allowing the refilled tank to settle for 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br />.
Since the Unit 2 diesels have only one tank per diesel, the above procedure cannot be followed.
Minimization of turbulence in the Unit 2 tanks will be accomplished by providing a flow distributor inside each tank on the fill line.
This flow distributor will consist of a section of pipe capped y
at the end, projecting approximately 12 inches into the y
tank, and containing a multiple number of holes.
The flow distributor will act to minimize turbulence by distributing the flow of new fuel oil over a large surface area in the tank.
L 040.108-1 1
I f
)*
BYRON-FSAR QUESTION 371.11
" Provide the hydrostatic and hydrodynamic forces that were used for the structural analysis of the River Screen-house.
State whether these forces were controlling, i.e.,
serve as the design basis.
Provide a discussion that describes the combined events (e.g., SPF and OBE, SSE and 25 year flood, etc) that were considered when determining the critical loads for the structures.
Provide the pertinent parameters that were used in the analysis of the most critical combination.
These should include still-water level, wave heights, wind speed,
)
type of wave (breaking, non-breaking, etc), fetch length,
)
wave period, depth of water and the building wall that 3
is applicable."
p 1
RESPONSE
l The hydrostatic and hydrodynamic forces used in the analysis o
of the river screenhouse were determined using the parameters y
listed in Table Q371.11-1.
Forces were computed using methods in " Shore Protection Manual of the Corps of Engineers."
The load combinations addressed were as follows:
Extreme Environmental Condition:
1.
OBE and CEF n
2.
SSE and FOR 3.
OBE and Breaking Wave Severe Environmental Condition a
I 1.
OBE and FOR g
The stress level in the structural elements desigr.ed for these hydrostatic and hydrodynamic forces are within the design bas:s allowables.
Q371.11-1 i
a
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BYRON-FSAR 1
TABLE Q371.11-1 1
PARAMETERS USED IN STRUCTURAL ANALYSIS
]
OF RIVER SCREENHOUSE I
COMBINED FLOOD OF BREAKING PARAMETERS EVENT FLOOD
- RECORD **
WAVE Water Level (feet) 698.7 682.0 Average Depth (feet) 20.5 10.5 7.1 j
Fe tc;4 Length (miles) 1.05 1.05 1.05 Overland Wind Speed (mph) 40 60 53 Significant Wave Height (feet) 2.05 3.2 2.75 i
Maximum Wave Height (feet) 3.42 5.3 4.6 Wave Period (seconds) 2.65 3.2 3.0 Breaking (B) or Nonbreaking (NB)
NB NB B
4 Hydrostatic Force (lb/ft )
44820 14690 3060 Line of Action Above Grade (max.)
(max.)
(max.)
(feet) 12.6 7.2 3.3 Hydrodynamic Force (lb/ft )
8065 5560 23600 Line of Action Above Grade 21.5 13.9 7.1 (feet) l5 l
l
- See Subsection 2.4.3.7.
is
- Flood of Record is used in lieu of 25-year flood.
Q371.11-2
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B/B-FSAR L
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RESPONSE
FSAR Appendix B has been reviewed to determine the level of conformance wich Regulatory Guide 1.94.
This regulatory guide endorses ANSI Standard N45.2.5-1974 " Supplementary Quality
- t Assurance Requirements for Installation, Inspection, and Testing i
of Structural Concrete and Structural Steel During the Construction Phasc of Nuclear Power Plants" as the NRC position relative
,.i to tt.a accepted industry standard.
g.
For structural steel, the Applicant complies with the requirements 4
For structural concrete, the following deviations exist and corresponding justification is provided, t
B.l.2.4 Fly Ash In Process Testing i
ANSI N45.2.5 Table B requires in-process testing of fly ash per ASTM C618 with a frequency of every 200 tons.
Fly ash was not used in Braidwood Station concrete.
It was used on a
a limited basis at Byron Station.
In-process testing at Byron Station was performed by the fly ash supplier and by the Applicant's testing laboratory.
Fly ash was tested and certified by the supplier for conformance with ASTM C618 at a frequency of every 2000 tons.
The following tests were performed every 2000 tons by the supplier:
1.
Loss on ignition 2.
Su.' fur trioxide (SO )
3 3.
Amount retained on No. 325 sieve 4.
Sum of the oxides (SiO2 + ^1 02 3 + Fe2 3) 0 5.
Moisture content 6.
Pozzolanic activity with cement 7.
Pozzolanic activity with lime 8.
Water requirement 9.
Soundness 10.
i The Applicant's testing laboratory tested the fly ash at a frequency of every 200 tons for the following tests:
1.
Loss on ignition 2.
Sulfur trioxide (S0 )
3 3.
Amount retained on No. 325 sieve.
Q421.19-2
B/B-FSAR s
The following tests were performed every 2000 tons.
In-process concrete control testing by the Applicant's testing laboratory at a frequency of 200 tons include chemical and physical testn for which correlation with concrete properties has been established.
Any test result that cannot be correlated j
with concrete properties serves no useful concrete quality 2
control function.
3 Prec'talification tests were performed for every source of fly 9
ash for full compliance with ASTM C618.
Once fly ash from g
a power plant using a specific coal is qualified by ASTM C618, 3
testing for loss on ignition, sulfur trioxide and the amount g
retained on No. 325 sieve performed every 200 tons are sufficient 3
to ensure the uniformity of the fly ash.
Uniformity of fly a
ash can be correlated to concrete quality.
When fly ash was a
used, it was added in the proportion of 20% by weight of cement.
e Fly ash was not used as a substitute for cement.
B.l.2.6 Water and Ice, Chloride Ion Content i
ANSI N45.2.5 has no requirement for the chloride ion content in water and ice.
ASME Boiler and Pressure Vessel Code, Section a
III, Division 2, subparagraph CC-2223.1 limits the chloride icn content in water to 250 ppm.
2 FSAR Subsection B.l.2.6 states that the maximum ion content did not exceed 500 ppm.
At Byron Station, the maximum chloride 4
ion content in the mixing water does not exceed 250 ppm.
At 3
Braidwood Station, the maximum chloride ion content in the mixing water did not exceed 347 ppm with an average content of 300 ppm.
A chloride ion content of 500 ppm is a conservative limit when compared with the limits allowed in ACI 201.2R-77 and in the proposed revision to ACI 301-72.
Limiting the chloride content in water is an indirect and easy method to limit the total 3
soluble chloride content in the concrete.
In ACI 201.2R-77, it is stated that some forms of chloride are readily soluble and hence, are likely to induce corrosion in the reinforcement.
3 Other chlorides are not likelf to induce corrosion.
- However, e
the test for soluble chloride is time consuming and difficult i
to control.
ACI 201 committee recommends testing for total chlorides and. when less than recommended maximum, states that i
the test for soluble chlorides is not required.
I
]
In Section 4.5.4 of ACI 201.2R-77 and in the proposed revision i
of ACI 301-72 (see Concrete International, February 1981 Issue, Table 3.4.4 on Page 55), the maximum chloride content in concrete is limited in terms of cement content, concrete exposure and e
4 type of construction.
The average total chloride content per 5
1 4
Q421.19-3 l
B/B-FSAR cubic yard of concrete at Braidwood Station exceeds Byron Station.
The total chloride in water, cement and admixtures at Braidwood Station equals 0.025% of the weight of cement.
Of this, approx-imately 59% is provided by the water, 28% by the cement, and 12% by the admixture.
l j
When the limits for soluble chloride in ACI 201 and the proposed l
revision to ACI 301 are compared with 0.-025%, it shows that this content is 2.4 times less than that allowed for prestressed concrete, four times less than that allowed for reinforced i
concrete in a moist environment exposed to chloride; :n3 alk g
times less than that allowed for reinforced concrete in a moist environment but not exposed to chloride, respectively.
j At Braidwood Station, the prestressing steel is not in contact l
with the concrete.
Furthermore, whatever water is in contact with reinforced concrete is neither sea water nor the brackish i
i water present on bridge decks and highways due to winter de-icing i
salt.
Therefore, the chloride induced corrosion of embedded metals in this concrete is highly unlikely.
i Additionally, as requested by the NRC, we have reviewed ASME Boiler and Pressure Vessel Code Summer 1980 Addenda,Section III, i
Division 2, subparagraphs CC-2224.1 and CC-2231.2 for conformance.
We have found that we conform to these requirements for chloride content in concrete and admixtures.
For Braidwood Station, i
the chloride content of the cement paste (cement, admixtures, and water) portion of the concrete is 170 ppm by weight.
The chloride content at Byron Station is less.
B.l.3.3 Adjustment of Desian Mixures and B.1.13 Evaluation
{,
and Acceptance of Concrete Compression Results ANSI N45.2.5 Table A requires compliance with ACI 211.1-70 and ACI 214-65 as given in the list of reference documents.
The Applicant has been requested to provide a reference which 4
contains the two equations used and relate those equations a
i to those contained in ACI 214.
i The equations presented in FSAR Subsection B.l.3.3, for the adjustment of design mixes are the same as those in ACI 318-77 Commentary Section 4.3.1.
l l
When the proper values of the statistical parameter t,
corre-l sponding to the probable frequencies in ACI 318-77 Section 4.7, are used in equations (4-la) and (4-lc) of ACI 214-77 l
or in Equation 7 of ACI 214-65, the two equations in Subsection
}.
,B.l.3.3 are obtained.
The values given in ACI 318-77 Section 4.3.1 for the required strength, are the results obtained from equations (4-la) and i
(4-lc) of ACI 214-77 when the higher of the standard deviation values are used.
Q421.19-4 1
i.
lj B/B-FSAR
[_
B.l.10.e.1 and Table B.1-3 Hot Weather Concreting
)
ANSI N45.2.5 Section 4.5.2 requires adherence to specified g
requirements for hot weather concreting practice as given in ACI 305.
i ACI 305-72 Section 2.2.1 states that:
"For the more massive types of heavy construction, i.e.,
thors whose dimensions are such that significant heat is g
' generated through hydration of cement, a temperature of 60' F (16* C) or even lower would be desirable."
i FSAR Table B.1-3 allows maximum concrete temperatures up to 70' F when air temperature is above 45
- F and up to 75
- F when air temperature is below 45' F.
~
The recommendation in ACI 305-72 applies to more massive structures t
than those found at Byron and Braidwood Stations.
The containment i
mat foundation is the most massive concrete element and it is much less massive than concrete placements for dams.
In t
addition, midwest hot weather concreting conditions are mild t
when compared with hot weather conditions in southern regions for which the recommendations in ACI 305 were intended.
ACI 305-77 Section 2.2.2 does not contain specific concrete temperature limits, but states that:
"It is impractical to recommend a maximum limiting temperature because circumstances vary widely.
Accordingly, the committee can only point out the effects of higher temperatures in concrete and advise that at some temperature, probably between 75
- and 100
- F there is a limit that will be found to be most favorable for best results in each hot weather operation, and such a limit should be determined for the work."
The limits in FSAR Table B.1-3 are determined to be conservative for the construction of nuclear power plants.
Table B.1-5 Fresh Concrete Testing Table B of N45.2.5 requires that the first batch produced every day be tested for slump, air content, and temperature.
FSAR Table B.1-5 requires that the first batch of concrete used in the containment is tested for slump, air content, and temperature.
For other safety-related structures, first batch testing is not required.
Testing the first batch is intended to control overnight variations in the moisture content of aggregate, variations in the concrete Q421.19-5
B/B-FSAR t
L materials and errors in the concrete mix proportions.
Since the batch plant bins and silos are usually kept full during concrete production, the materials used in the next day first batch are the materials already in the plant from the preceding day of production.
Segregation, contamination,
)
and degradation in properties of the aggregate used in the j
first batch of the next day are not different from those during 3
the previous day.
Therefore, testing of the first batch of j
concrete will not be of any significance in controlling the g
quality of concrete.
t 3
Experience has shown that some variations in slump, air content, 3
and temperature may occur several batches after production is started.
These variations are related to material transition e
]
from the materials left in the batch plant bins and silos overnight 6
to those materials loaded after overnight materials are used i
in concrete production, j
B.l.18 and Table B.1-4, In-Process Concrete Comoressive Testing l
ANSI N45.2.5 Table B requires that tgo cylinders for 28-day i
strength tests be taken every 100 yd for each class of concrete.
FSAR Table B.1-4 requires six standard cylinders for compresgive i,
testing be prepared from concrete samples taken every 150 yd i'
of concrete placed in Category I structures other than the i
containment.
Two cylinders each are tested for compressive strength at 7, 28, and 91 days.
Concrete acceptance is based i
on the 91 day result, however, the 7 and 28 day results were used to monitor the compressive strength development during concrete production.
Concrete testing frequency for the con-tainment conforms to the ANSI.
it ACI 349-76, " Code Requirements for Safety-Related Concrete Structures," establisheg a compressive strength test frequency i
e of one for every 150 yd of concrete placed for safety-related a
structures other than the containment.
Section 4.3.1 of ACI 349 allows an increase in the number of cuoic yards representative 3
of a single test by 50 yd for each 100 psi lower than a standard i
deviation of 600 psi.
Table CC-3200-1 of the Summer 1981 Addenda of the ASME Boiler and Pressure Vessel Codg,if the average Section III, Division 2, i
allows a testing frequency of every 200 yd i
strength of at least the latest 30 consecutive compressive i
strength tests exceed the specified strength f' by an amount c
3 expressed as:
I cr " f*c + 1*419 II' /8.69).
c j;
c At Byron /Braidwood Stations, the average compressive strength i.
consistently exceed this f for all the concrete placed.
cr l
Q421.19-6 i
~
B/B-FSAR B.l.16 Curing and Protection Regulatory Guide 1.94 references Regulatory Guide 1.55 " Concrete j
Placement in Category I Structures" which endorses the use j
of ACI 301.
I l
FSAR Subsection.B.l.16 items (a) and (b) take exception to
'l the portion of ACI 301-72 Section 12.2.2 requirement that reads
" Moisture loss from surfaces placed against wooden forms or metal forms exposed to heating by the sun shall be minimized by keeping the forms wet until they can be safely removed."
i The practice of wetting the fc crs is primarily intended for i
hot and dry weather conditions typical of arid regions and especially for thin members on which wooden forms can easily
-r desiccate.
The plastic impregnated plywood forms used in the Byron and Braidwood Stations reduce the moisture loss to minimum regardless of being exposed to heating by the sun.
Also, the midwest summers are humid and sun radiation is not as intense as in arid regions for which the provisions in ACI 301 were intended.
Furthermore, thin concrete sections exposed to a hot and dry environment do not exist in concrete structures for nuclear power stations.
l l '.
0421.19-7
1 i
Licensee Qualification Branch open item:
1 Byron Initial Operating Staff Experience Until the attainment of '.00% power on Byron 1, at least one person with previous operating experience will be assigned to each operating shift.
Previous operating experience will be established in one of the following ways:
(1) previously licensed to operate a commercial PWR, (2) previous experience in the startup o f a commercia'l PWR, (3) one year of experience on shif t at Byron as a licensed operator af ter fuel load.
3321N
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