ML20040G805
| ML20040G805 | |
| Person / Time | |
|---|---|
| Site: | Byron, Braidwood, 05000000 |
| Issue date: | 02/03/1982 |
| From: | Tramm T COMMONWEALTH EDISON CO. |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 8202160490 | |
| Download: ML20040G805 (14) | |
Text
,--
f'~~h Commonwealth Edison
[
) one First National Ptara, CNeago, lltinois p
7 Address R: ply to: Post Offic] Box 767
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/ Chicago. Illinois 60690
/f RECtRVED 3
FEB 121982m.
- naam ar a n
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6 REM Il8Nemus a yS Februa ry 3,1982 d'
Mr. Harold R. Denton, Director Of fice of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commiss.*.on Washington, DC 20555
Subject:
Byron Station Units 1 and 2 Braidwood Station Units 1 and 2 Advance FSAR In forma tion 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.
The extent of compliance with the applicable requirements of 10 CFR Parts 20, 50 and 100 will be documented as requested in tabular form by February 19, 1982.
One (1) signed original and fifty-nine (59) copies of this letter are provided.
Fifteen (15) copies o f the enclosures are included for your review and approval.
Please address further questions to this office.
Very truly yours,
~~7'T(2, W L4 W T.R.
Tramm Nuclear Licensing Administrator Pressurized Water Reactors Attachment 3129N O\\
hs g B202160490 920203 PDR ADOCK 050004b4 h
POR
ATTACHMENT A List of Enclosed Information I.
FSAR Question Responses Revised:
040.89 241.1 241.4 241.6 360.1 II.
FSAR Text Changes Tables 2.4-25 and 2.4-28 (per response to Q241.1)
III.
Miscellaneous Information Revised Table of Byron Inter-System LOCA Isolation Valves.
Byron Initial Operating Staff Previous Experience.
3387N
Q040.89 Replace the third paragraph with the following:
The intake and exhaust piping external to the diesel generator is fabricated from ASTM A 155 KC65CL and ASTM A 155 CM65 materials, respectively.
These materials are also acceptable ASME Section III materials.
Field welding of the piping was done using certified rod and qualified welders.
The piping is designed to remain functional during seismic conditions, meets l
the analysis requirements of ANSI. 831.1 and is only subjected to low working stresses.
The quality of the welds in this piping was originally verified with undocumented visual inspection.
Much of the piping is inaccessible for reinspection af ter installation.
Portions can be inspected, however, and at least 10% of the exhaust piping welos on each diesel generator will be subjected to the magnetic particle testing required for ASME Section III Class 3 l
piping.
If repairs are found to be necessary because of these inspections, all accessible exhaust piping welds will be mag particle tested and repaired as necessary.
Since the application of this piping does not involve any pressure considerions (less than 5 psig), the applicant concludes that the existing design and installation of this piping is equivalent to a system designed to ASME Section III Clases 3 requirements.
3387N
Byron Initial Operating Staf f Previous Experience At least one individual with. previous operating experience will be availble on each operating shif t at Byron 1 for -1 year following initial criticality to include the attainment of a nominal 100% power.
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 of a commercial PWR.
3321N
p.
~
^
C BYRON INTER-SYSTEM LOCA ISOLATION VALVES
+
i, Check Valves Providing Backup Check RCS Pressure Isolation Valves a
RHR Pump Discharge Hot Leg 1SI8949A 1SI8841A ISI8949C 1SI8841B SI Pump Discharge Hot Leg 1SI8949A ISI8905A 1SI8949B 1SI8905B 1SI8949C 1SI8905C 1SI8949D ISI8905D SI Pump Discharge Cold Leg 1SI8948A 1SI8819 A 1SI8948B 1SI8819B 1SI8948C 1SI8819C 1SI8948D 1SI8819 D RHR Pump Discharge Cold Leg 1SI8948A 1SI8818A 1SI8948B 1SI8818B 1SI8948C 1SI8818C 1 SIB 948D 1SI8818D NOTE:
High.. head injection cold leg and accumulator cold leg valves have been deleted.
TABLE 2.4-25
$UMputRY OF PittertETER INSTAI.t.ATtTis Ann GROUNDWATER PEASURE!1ENT3
' GROUND SURFACE DEPTH OF CROUP IN WHICP.*
DATE CF WATER L:**.*EL ELEVATION PIEZOMETER PIEZC.v.ETER -
WAT2R LE*.*EL CLE7AT*CW DORING (ft, MS L)
(ft)
INSTALLED MEASURE 4E*;T (ft. M3 L),
C-1 837.5 105 P
11/8,9/72 747.3 1/25/73 745.7 6/27/74 751.2 7/1/74 750.9 195 A
11/8,9/72 636.2 1/25/73 696.6 6/27/74 Drar 7/1/74 Dry C-2 847.9' 118 P'
11/8/,9/ti 762.6 1/23,*77 760.9 6/4/74 789.5 6/17/74 789.5 6/26/74 739.8 7/1/74 789.9 10/16/74 787.4 10/30/74 790.4 12/3/74 790.4 1/6/75 789.9 4/9/75 7?).I G-3 855.3 63 G
11/8,9/72 802.5 1/25/73
$09.3 6/27/74 820.6 7/1/74 821.3 4/ 14 / 75 600.9 90 P
11/8, 9/72 776.1 1/25/73 776.3 6/27/74 738.0 7/1/74 783.9 4/14/75 769.7 C-4 828.7 95 C
11/8,9/72 722.8 1/25/73
_792.4 6/17/74 809.2 6/26/74 809.8 7/1/74 810.4
~ ~ ~ ~ ~
G-5 869.0 113 C
11/8,9/72 775.3 3
1/25/73 776.5 6/27/74 339.8 7/1/74 610.4 j
4/14/75 772.3 G-7 865.9 95 G
11/8,9/72
'93.5
_/
1/25/73 774.8 G-8 831.3 120 P
11/8,9/72 769.0 1/25/73 767.3 6/17/74 776.5 6/26/74 774.5 7/1/74 774.5 231 A
11/8,9/72 6S2.3 1/25/73 683.4 6/17/74 691.3 6/26/74 69C.0 7/1/74 691.1 4/14/75 653.6 C-10 884.3 110 G
1/25/73 340.3 279 A
11/d,9/72 671.9 1/25/73 702.6 6/26/74 693.7 7/1/74 633.6 C-12 852.8 120 P
11/8,9/72 781.7
.f 6/27/74 5J7.0 1/25/73 774.3 a
I*
l 7/1/74 808.3 Cr-13 860.43 G
7/1/74 826.4
{
C-14 796.8 75 P
11/3.9/74 751.5 181 A
11/3,9/74 6!'.6 G-15 782.3 116 P
11/9,9/74 711.3
{
175 A
11/8.9/74
- 7.8 3
C-16 832.2 100 P
11,8.9/74 7 6 2. *,
\\
220 A
11/S.9/74 631.
s i
t
- G = Galena Grcup P = Platteville Group
- ,4 62
1 BTRON-FSAR TABLE 2.4-25 (Continued) g Ga0UND StJRFACE DEPTH OF GROUP IN wit!CH*
DATE Or
. WATER LnTL ELEVATION PIEZOMETER PIEZOMETER WATER LEVEL ELEVATICN N#
90 KING (ft, MSL)
(ft)
INSTALLED,,,
MEASUREME*;T fft, MSL1 G-17 840.7 107 P
11/8,9/72 751.8 1/25/73 752.0 6/27/74 758.1 7/1/74 758.3 I
249 A
11/8,9/72 686.8 1/25/73 686.7 6/27/74 689.3 7/1/74 689.1 G-18 852.1 120 P
11/8,9/72 760.0 1/25/73 760.8 1
6/27/74 770.6 7/1/74 771.2 4/14/75 755.4 250 A
11/8,9/72
'688.4 1/25/73 688.7 6/27/74 690.3 7/1/74 690.4 4/14/75 688.4 G-19 863.9 111 P
1/25/73 943.6 6/28/74 826.5 7/1/74 826.9 G-20 861.1 120 P
11/8,9/72 776.4 l
.1/25/73 777.1 l
6/28/74 772.4 4
246 A
11/8,9/72 689.8 1/25/73 690.1 1
6/28/74 671.4 l
4/14/75 689.3 G-21 869.5 118 P
11/8,9/72 773.1 1/25/73 773.4 G-22 855.7 120 P
1/25/73 774.7 g
6/17/74 787.7 6/26/74 786.7 7/1/74 786.9
.i 4/14/75 765.6 G-23 676.5 11/8,9/72 672.5 G-24 878.4 123 P
11/8,9/72 794.5
[' ;
1/25/73 796.8 295 A
11/S,9/72 692.6 1/25/73 695.0 G-25 860.1 119 P
11/9,9/72 790.5 i
1/25/73 791.2 275 A
11/8,9/72 691.4 l
1/25/73 692.1
[
6/27/74 693.9
)
7/1/74 693.9 P-4 881.6 100 C
1/25/73 799.5 P-5 872.8 107 P
1/25/73 833.8 7/1/7; 829.3 l
4/14/;d 787.5 P-8 874.1 260 A
1/25/73 694.3 P-9 861,.3 248 A
1/25/73 692.4 P-10 866.1 104 P
1/25/73 793.1 P-11 867.1 88 G
1/25/73 823.8 P-22 877.3 95 G
1/25/73 795.4 P-39 871.9 100 P
11/29/73 824.9 7/1/74 845.6 4/14/75 737.5 0-1 872.1 85 C
1/25/73 817.1 0-2 878.9 85 C
1/25/73 815.2 0-3 878.0 85 C
1/25/73 818.4 I
t
- G = Galena Group
/
P = Platteville Grcup A = Ancell Group (St. Peter Sandstone)
Cbservation wells 0-1, 0-2 and 0-3 were drilled ts k
e' the depths listed and left open.
l l
V 2.4-63
=!
c
L CYRON-FSAR TABLE 2.4-28 SITE AREA CROUNDWATER LEVELS NATER QUALITY MONITORING PROGRAM l
I GALENA-PLATTEVILLE DOLOMITES WELL 1 WELL 2 WELL 3 WELL 5 WELL 6 APPROX. APPROX.
APPROX.
APPROX. APPROX. APPROX. APPROX. APPROX.
APPROX.
APP 2f DATE DEPTH ELEV.
DEPTH ELEV.
DEPTH ELEV.
DEPTH ELEV.
DEPTH ELEVW 12/9/75 45 741 43' 746 81 769 79 754 l
1/20/76 60 726 40 853 90 743 2/17/76 50 736 55 734 100 750 90 743 3/23/76 51 735 40 749 55 838 95 755 70 7G 3 4/13/76 28 758 48 741 38 855 85 765 63 770 5/21/76 28 758 48 741 36 857 78 772 61
~772 6/ 7/76-33 753 48 741 38 855 83 767 68 765 7/ 5/76 38 748 54 839 96 754
)
)
8/11/76 41 745 56 637 97 753 9/20/76 40 746 55 838 95 755 10/19/76 41 745 57 836
)
--' 11/8/76 40 746 48 845 96 754 12/6/76 39 747 57 836 97 753 1/18/77 56 837 i
}
2/22/77 39 747 51 842.
91 759 l
3/21/77 40 746 50 843 91 759 l
4/26/77 42 744 52 841 100 7'50 5/10/77 45 741 55 838 95 755 6/13/77 47 739 59 834 103 747 1
7/19/77 58 835 103 747 8/9/77 42 744 50 843 95 755 9/26/77 59 834 99 751 10/24/77 39 747 59 834 100 750 11/28*77 33 753 54 839 92 758 12/19/77 32 754 53 840 95 755 2.4-77
I l
CYRON-FSAR (k
8.
The major grout communication pattern follows.the major northwest-southeast joint pattern in the bedrock which is documented by field investigations, excavation mapping and aerial photograph interpretation (Attachments 2.5A and 2.5D and Figure 2.5-101).
The 150-foot diameter sinkhole occurs within the upper 20 feet of bedrock in the Dunleith Formation of the Galena Group.
This' formation underlies a portion of the pipeline corridor and forms the bedrock surface in the plant area (Figure
- 2. 5-20).
As shown in Figures 2.5A-5 through 2.5A-8, the quantity of grout pumped into the Dunleith was about 1% of the total grout pumped during the foundation grouting program.
The formations of the underlying Platteville Group consumed over 95% of the grout which was injected at depths of ever 100 feet below the bedrock surface.
Joint sets are common to the Galena and Platteville groups,.however, the results of the grouting program indicate that the wide vertical separation between the zone of high grout take and the sinkhole in the upper bedrock-do not support a significant correlation.
Detailed inspection of the pipeline corridor was made during its construction and no conditions were found or could be reasonably hypothesized
', ~)
by extension along the joint trends to indicate significant
/
design impacts.
V 9.
A map of the piezometric surface of the Galena-Platteville aquifer is shown in Figure 2.4-24.
This map shows the ground water surface ranging from about 840 feet at the plant site to less than 740 feet, about 1 mile to the northeast.
The Byron Statica lies on a potentiometric
'j' high, with ground water covement radially outward.
The piezometric surface generally reflects the ground surface as expected in a water table aquifer.
Fluctuation of the water level in the Galena-Plateville Group varies depending on the time of year the level is measured.
Fluctuations of the water level in the Galena-Plateville are reported in Tables 2.4-25 and 2.4-28.
Table 2.4-25 has been amended to include additional data, and erroneous cepth measurements have been deleted from Table 2.4-28.
Flow in uhe Galena-Plateville aquifer occurs along joints and bedding planes in the dolomita.
Solutioning along
- j these pathways continues at an imperceptible rate due to the
?,
low solubility of the dolomite, tne hardness of the ground i
water (near-saturation), and the relatively low hydraulic t
gradient within the aquifer.
Results of chemical analyses j
indicate no changes in the geochemistry that may be attri-buted to an increase in the rate of solut.ioning.
\\
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0241.1-5
u 1
BYRON-FSAR L
to be 0.1 inch or less.
This will have no effect on the site structures.
REFERENCES:
Faiz I. Makdisi, H.
B. Seed, and H. Bolton, " Simplified Procedure for Estimated Dam and Embankment Earthquake - Induced I
Deformations," Journal of the Geotechnical Engineering Division, Volumu 104, No. GT7, American Society of Civil Engineers, pp. 8,9-867, 1978.
l N. M. Newmark, " Effects of Earthquakes on Dams and Embankments,"
Geotechnicue, Volume 15, No. 2, pp. 139-160, 1965.
H. B. Seed, et al.,
" Dynamic Analysis of the Slide in the Lower San Fernando Dam During the Earthquake of February 9, 1971," Journal of the Geotechnical Engineering Division, Volume 101, No. GT9, American Society of Civil Engineers, pp. 889-911, 1975.
4.
The liquefaction potential at the river screenhouse was reevaluated in the depth interval between 50 and 65 feet using the procedures proposed by Seed (1976).
A surface wave magnitude earthquake of 5.7 with a maximum ground surface acceleration of 0.2g was used for the liquefaction analysis.
The SPT penetration resistance was normali=ed based on confining pressure, and the mean blow count less one standard deviation was used for the evaluation of the liquefaction' potential.
The results of the analyses give a factor of safety against liquefaction of 1.75 in the depth interval 50 to 58 feet and 1.56 between 58 and 65 feet.
REFERENCE:
H. B. Seed, " Evaluation of Soil Liquefaction Effects on Level Ground During Earthquakes," Liquefaction Problems in Geotechnical Engineering, ASCE National Convention, Philadelphia, pp 1-104, 1976.
e Q241.4-2
6 BYRON-FSAR p
QUESTION 241.6
" Pipeline Settlement & Seismic Resuonses 1.
Provide the final ground surface profile along the pipeline on Plate 3.
)
2.
Although the weight of the pipeline, as stated,
)
is less than the weight of the excavated soil; settle-l
)
ment along the pipeline should be anticipated in l
)
areas where site grade has been raised by filling I
and the compressible soil underneath the pipeline
)
has variable thickness and compression characteristics.
)
Provide settlement estimates of the pipeline located 1
in the areas identified as Areas of Concern No. 11
)
and 12.
Actual testing data abould be used in the
)
analysis.
I 3.
The pipeline as shown on Plate 1, is approximately_,
)
3 miles long and extends from the River Screen House' I
on the Rock River to the Essential Service Cooling i
Tower in the plant site area.
The soil supporting
)
the pipeline has variable properties and has thick-
)
nesses varying from about three feet to about 100
)
feet over bedrock.
The seismic amplification charac-l teristics are affected by the thickness and properties i
of the soil deposit.
Provide analytical results i
showing the seismic amplifications along the pipeline
)
and discuss their impact on the pipeline design.
)
4.
Poorly graded, loose, non-plastic soils were encountered i
at Areas of Concern No. 11 and 12.
Provide an eval-
)
uation for the liquefaction potential and seismically
)
induced se' 'ements of these soils.
Since surface
)
water coulc ; rcolate around the edges of the cohesive
)
cover, the J: gree of saturation for the soil beneath
).
the pipeline should be considered in the analysis."
RESPONSE
h 1.
The final ground surface along the pipeline is shown
)
in Figure 2.5.G-3 and is labeled on this figure as either the ground surface,'1977, or existing ground surface.
)
2.
Estimated settlements induced by the fill and backfill
)
in Areas of Concern Nos. 11 and 12 range from 0.25 to
)
0.75 inch in Area of Concern No. 11 based on the variations
)
in soil thickness and are on the order of 0.5 inch in i
Area of Concern No. 12.
f I
O241.6-1 L
BYRON-FSAR The settlements were calculated based on the tangent modules concept as proposed by Janbu (1967).
The sub-g surface profile underlying the pipeline was divided into layers ranging in thickness from 2-10 feet depending on SPT blow count and depth.
Each layer was then assigned a modulus number according to its consistency as defined by SPT blow count within the layers.
For loose sands (SPT blow count less than 10), a modulus number of 100 was used.
For medium dense to dense sands, a modulus number of 200 was used.
These numbers are close to lower bound compression moduli for the consistency ranges l
encountered.
No stress reducton with depth from the backfill. load was used.
It should be noted that the backfill load in Area of Concern No. 12 represents recom-pression, since fill was placed in this area to excavation of the pipeline trench.
REFERENCE:
N. Janbu, " Settlement Calculations Based.on Tangent Modulus Concept," Soil Mechanics and Foundation Engineering, the Technical University of Norway, Troundheim, 1967.
t 3.
The shear modulus of the soils underlying the pipeline were estimated utilizing the data in Figures 2.5-83 and 2.5-89 and mean effective over-burden soil pressures (Table Q241.6-1).
In design of the buried piping, the variability of the supporting soil strata has been accounted for by conser-g vatively choosing the design particle velocity and the apparent shear wave velocity.
4.
Recent studies (Chaney 1978, and Martin et al, 1978) show that the resistance to liquefaction increase sub-stantially following reduction of the degree of saturation to levels below 99%.
Chaney states that a degree of saturation in excess of 99%'must be achieved before liquefaction occurs in less than 1000 cycles.
Martin et al, shows that the stress ratio required to cause liquefaction in 10 cycles for loose sands (relative density 45%) increases by approximctely 100% to 200%
when the degree of saturation decrcases from 100% to 99% and 98%, respecti0ely.
The ground water table was not enccuntered within the soils which underlie the pipeline in Areas of Concern Nos.
l 11 and 12.
The moisture content determined by testing samples obtained during the investigation along the i
l k
Q241.6-2 s
e BYRON-FSAR
~
' pipeline range from 2.5% to 17.4% with a reean value of 10.6%.
Assuming a minimum void ratio of 0.60 for the loose sands, this moisture content corrcsponds to a mean degree of saturation of 47%.
Air filled pore space, therefore, makes up approximately 20% of the soil matrix, i.e.,
for a 10-foot thick deposit to become j'
saturated, a water column of 24 inches must infiltrate and remain in the soil.
Since liquefaction will not occur, the settlement caused by seismically induced loads were calculated based on.
Silver and Seed, 1971, and Pyke et al, 1975.
The estimated maximum settlements, according to these procedurea, in
))
Areas of Concern Nos. 11 and 12 are 1.5 and 0.5 inches, respectively.
h Since the soil profiles in the sections in question
)
appear to be relatively homogeneous with respect to y
permeability characteristics, i.e.,
obvious impervious
)
layers were rarely encountered in the borings, and since l
)
the bedrock contains numerous joints and fractures, l
)
most of the water that infiltrates the soils along the l
)
pipeline route should be quickly lost by percolation through the near-surface soils and joints and fractures
)
in the bedrock.
During summer months, transpiration
)
and evaporation will account for additional loss of
)
soil moisture.
Therefore, it appears that the geohydro-logical conditions in the area are not conducive.to
)
)
the development of perched water conditions or saturation
~
)
of the subsurface soils.
The soils underlying the pipeline,
)
therefore, are not susceptible to liquefaction.
REFERENCES:
)
)
1.
R. C. Chanel, " Saturation Effects on the Cyclic Strength of Sands,' Earthouake Engineerina and Soil Dynamics, Volume 1, American Society of Civil Engineers, New York, pp. 342-358, 1978.
2.
G. R. Mart.in et al, " Effects of System Compliance on Liquefaction Tests," Journal of the Geotechnical Engineering Division, Volume 104, No. GT4, American Society of Civil Engineers.. pp. 463-479, 1978.
3.
R. Pyke et. al, " Settlement of Sands Under Multidirectional Shaking." Journal of the Geotechnical Engineering Division, Volume 101, No. GT4, American Society of Civil Engineers, pp. 379-358, 1975.
4.
M. L. Silver, and H. B. Seed, " Volume Changes in Sands During Cyclic Loading," Journal of the Soil Mechanics and Foundation Division, Volume 97, No. SM9, American Society of Civil Engineers, pp. 1171-1182, 1971.
Q241.6-3
f BYRON-FSAR QUESTION 36C.1 "At the meeting on December 22, 19 81, on geotechnical questions, your geologic consultants stated that the glacial till overlying the bedrock at the site is now considered to be entirely from the Illinoin stage of the Pleistocene,. and that no Wisconsinan till is present in the site locality.
Please discuss this determina-tion providing the basis for it, and absolute age with supporting evidence, and all relevant references."
RESPONSE
The FSAR states that three glacial tills have been identi-J fled at the plant site (Byron Station Subsection 2.5.1.2.3.1.21.
These till deposits are not consistently present throughoue the site, having irregular thicknesses
}
and distributions.
Furthermore, at no one place at the l
site are all Quarternary units present in a complete stratigraphic section.
The oldest glacial till at the site is the Ogle Till Member of the Glasford Formation and is considered to be Illinoian in age.
This unit was observed in the trench wall at the solution basin discucsed in the Dames & Moore Report,
" Geologic Investigation of Solution Features," dated January 29, 1982.
The other two till units are the Argyle and Esmond tills in the eastern portion of the site by unnamed preglacial deposits.
-In the western portions of the site, where the Argyle is present, it directly overlies weathered bedrock or residual soil (Byron Station Sub-L section 2.5.1.2.3.1.21.
The Esmond Till is separated from the underlying Argyle Till by the Morton Loess.
The Esmond Till is present only in the extreme eastern edge of the t
site and is not present west of the cooling towers.
Unpublished studies performed in the past year or so by the Illinois State Geological Survey (ISGS1 reinterpret the age of the Edmond and Argyle tills.
These studies now show that the Esmond correlates with the Sterling or Radnor tills of the Illinoian Stage.
Furthermore, these units have been stratigraphically miscorrelated in the past and will be recesignated in future nomenclature (Drs. John Kempton and Leon Follmer, ISGS, personal communication).
The present understanding of glacial stratigraphy in northern Illinois shows that no Wisconsinan tills occur at the site.
The nearest kncwn Wisconsinan till is found in southeastern Ogle County in the Bloomington Moraine.
0360.1-1