ML20128C044
| ML20128C044 | |
| Person / Time | |
|---|---|
| Site: | Vogtle, 05000426, 05000000, 05000427 |
| Issue date: | 05/16/1973 |
| From: | Kniel K US ATOMIC ENERGY COMMISSION (AEC) |
| To: | Mitchell I GEORGIA POWER CO. |
| Shared Package | |
| ML19292B772 | List:
|
| References | |
| FOIA-84-624 NUDOCS 8505280157 | |
| Download: ML20128C044 (31) | |
Text
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UNITED STATES
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'E ATOMIC ENERGY COMMISSION WASHI NGTON. D.C. 20545 May 16, 1973 6j Docket Nos. 50-424 50-425 50-426 50-427 Georgia Power Company ATTN:
I. S. Mitchell, III Vice President and Secretary P. O. Box 4545 Atlanta, Georgia 30302 Gentlemen:
In order that we may continue our review of your application for a license to construct the Alvin W. Vogtle Nuclear Plant, Units 1, 2, 3, and 4, additional infomation is required.
The specific infomation required is listed in the enclosure.
It is grouped by sections that correspond to the relevant sections of the Preliminary Safety Analysis Report.
Our tentative review schedule is based on the assumption that this additional infomation will be available for our review by July 6, 1973.
If you cannot meet this date, please inform us within 7 days after receipt of this letter so that we may revise our scheduling.
Please contact us if you desire any discussion or clarifi-cation of the material requested.
Sincerely, l j'.
Karl Kniel, Chief Pressurized Water Reactors Branch No. 2 Directorate of Licensing
Enclosure:
Request for Additional Information ccs : Listed on page 2 8505280157 841015 PDR FDIA SHOLLYS4-624 PDR
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c,.
4
- Georgia Power Company ccs:
Southern Services, Inc.
ATTN: ~Mr. Ruble A. Thomas Vice President
.P. O. Box 2625 Birmingham, Alabama 35202 Mr. George F. Trowbridge, Esquire Shaw, Pittman, Potts & Trowbridge 910 17th Street, NW
' Washington, D. C.
2006 E
1 2-1 REQUEST FOR ADDITIONAL INFORMATION CEORCIA POWER COMPANY ALVIN W. V0GTLE NUCLEAR PLANT UNITS 1. 2. 3 AND 4 DOCKET NOS. 50-424, 50-425. 50-426 AND 50-427 2.0 SITE CHARACTERISTICS 2.1 Provide the bases for the standard project flood (SPF) estimate at the VNP intake structure, and for the corresponding wind-wave runup analyses. Provide fetch diagram (s) used to estimate wave activity associated with the postulated dam failure surge flooding, the SPF, and the probable maximum flood (PMF developed f om the Clark Hill Dam spillway design flood).
In addition, your reference, " Clark Hill Project, DPR, Vol. II, Appendix I - Hydrology" dated December 1, 1945, is not, because of its age, readily available to the public. There-fore, provide extracts of the report as necessary to document the procedures used in accordance with the general outline of section 2.4.3 of the AEC's SAR Standard Format.
2.2 The following are required to support your conclusions on the effects of upstream dam failures:
2.2.1.
Discuss and document the effects on the peak water surface elevation at the VNP of other possible modes of dam failure. Include the effects of larger embankment failure and shorter failure times.
L
,m 22 2.2.2 If a single seismic event can be postulated which can adversely effect more than-one upstream dam, provide an analysis of the effects at VNP of such critical simultaneous failures.
2.2.3
. Provide your estimates of the peak' discharges and stages in the Savannah River at VNP for all modes of failure you have assumed.
2.3 Discuss and document the potential effects of icing-on the exposed portions of safety-related water supply facilities. Include the effects on wells, well pumps, the river intake and service water cooling towers. If icing is a factor, discuss the remedial action to be taken to preclude adverse affects on safety-related equipment.
2.4 Provide the range of plant water use requirements (both consumptive and non-consumptive) for both normal and emergency shutdown for each source of water. In addition, provide the range of normal water supply requirements for each proposed well.
2.5 What necessary authorization, issued by an appropriate regulatory agency (State, River Basin Commission, etc.), to withdraw or discharge surface water and groundwater for consumptive and non-consumptive plant use will be required? Based upon information presently avail-able, discuss the safety implications of any restrictions that could be placed on water use.
2.6 2-3 What oper tion l a
a standby nu le criteria c
will be ar discus ion service sed to u
s w lls a.
e of related ev the pro will be av ila cedure a
- 2. 7 ent su h as s to be c
us d e
follo an Provide ccident o a
a tabulatio earthqu l r
service a
n of w ll surface the design e
and other facilitstructure, pumpcriteri ies.
the thre
, sc which water la tnormal mak reen, di.
e ells.
vide the des Include the potable o be extracted.
antic in the and other purp Will normal pl event of sev oses be dr ant aw v
n from the ent back ere 2.8 dr inage in earthquakes?
nucleat a
Dsi cu Ide tify the l all w lls.
ss the pros n
e ocation and since the pu and depth of all Cross mping te t referr observ tion poi refer s
a en o figure 3K-1 or 3ce this data to in ed n
n K-5 show, to the informat with c
onsite a
w lls e
on pr and pumping tests observ tio ac le, the lo sented e
the a
a catio data Extend n points n of used all levels.
Table 2 4.2 and ange Provide to include thduring r
of w ter lev ls a
a s par te e
pumping te ts you hav column e latest av a
e e
which summ s
e sufficie t Provide do noted for each n detail cumentatio hole, exclusive w ll to e
n perform allow independent of the w ll e
ance.
review pu ping te ta m
s of your estimates
2-4 1
2.9 What evidence is there to assure that there is no hydraulic connec-tion between aquifers? What' tests will.be made'during and after construction to test for such a connection?~ Include a discussion of the construction dewatering requirements anticipated,_and the extent of horizontal and vertical dewatering hydraulic influence.
2.10 Provide the locations and approximate elevations and flow rates of springs within about three miles of the site (west of the ~ river).
.2.11
' What provisions will be made to assure that future groundwater mining by others will not affect plant requirements?
2.12-Describe dispersion, dilution, and flow characteristics of the perched and artesian aquifers to be expected during normal and/or inadvertent releases of tedioactivity.
. 2.13-The occurrence of severe seismic events has been known to cause both short-term and long-term changes in well water levels. What allow-ances will be provided for in the design of both the normal make-up and nuclear service water wells to prevent short-term hydrodynamic forces from causing well failures. Include the design bases for well-screens.
- 2.14 Provide further evidence that the onsite meteorological measurements program described in Section 2.3.3 of the PSAR conforms to the recommendations of Regulatory Guide 1.23, especially with regard to
2-5 s
instrument _ accuracy in the measurement of the temperature dif ference between levels at which the temperatures are measured.
2.15 An inspection of the joint frequency distribution tables of wind speed and direction by delta-T stability class (Table 2.3-7 of the PSAR), based on data collected at the Savannah River Laboratory tower, shows an unreasonably high frequency (56%) of extremely unstable cases. A visual inspection of the temperature instrument installed at the 10-foot level on the tower indicates that the temperature measurements made at this location do not accurately reflect ambient temperatures in the free atmosphere. Additionally, the rate of a
recovery for this data was approximately 60. percent, which is not acceptable. Provide a set of joint frequency distributions of wind speed and direction by delta-T stability class for at least a one full year period of record from the Savannah River Laboratory tower using the temperature measurements at the 120- and 300-foot levels.
The temperature differences should be adjusted to represent condi-tions between the 33-and 150-f t levels. Specify the delta-T and wind speed classes as illustrated in Tables 1 and 2 of Regulatory Guide 1.23.
2.16 When the annual.onsite data accumulation is completed, provide joint frequency distributions of wind speed and direction by delta-T stability class for the full year of data. The joint frequency D
,.J
2-6 distributions should be based on winds measured at the 35-foot level,
-and lapse rates should be based on measurements made between the 33-and 150-foot levels. Specify the percent of data recovery for the period of record. Where periods of missing data are of days duration (as opposed to sporadic duration of a few hours at a time), specify the periods of missing data. Present any evidence as to the degree of representativeness of the period of data collection. The tables should be presented in the format suggested in Regulatory Guide 1.23.
2.17 Provide short-term (accident) and long-term (routine) diffusion esti-mates based on the revised joint frequency data from the Savannah River Laboratory tower. As soon as possible after the annual onsite data collection is completed, provide short-term (accident) and long-ters (routine) estimates based on the full year of onsite meteorologi-cal data.
2.18 Provide the rationale for assuming an average wind velocity of 300 mph instead of a maximum wind velocity of 360 mph in determining the I
dynamic wind pressure as described in Section 3.3.2.1.1 on page 3.3-3 of the PSAR.
2.19 What is the geologic significance of the clastic dikes mentioned on page 2.5-6?
a.20 8-7 o
n pages 2.5-2
,3 Trias ic the baseme t s
sedime ts.
n to the What complex is dea n
respe t c
is the ct that site co figu n
of the basin is the Tria r tion a
fault-bou dednot bo ssic basin?
u ded What n
n ssic basins inby faults 2 21 Tria The a
cross mar se tio the P c
iedmont.
flex ure (albeit withn (B-S') illu s rated relatio vertic l exagge in figure 2 nship of a
basin.
this flex 5-ure ration).
2.22 and any bo Discus Discu u ding faul n
ss the po t t high seismic ssible respons relationship be o
n figure 2.5-26 e in the een the tw zone to ba in bou enclosed apparenti s
nding stru tu by the 8-1 c
res in the ba
3-1 3.0 DESIGN OF STRUCTURES, COMPONENTS. EQUIPMENT AND SYSTEMS 3.1' In order to use,the design spectra obtained by modifying Newmark's curves as described in 3.7.1.1, a set of lower damping values should be employed instead of those listed in Table 3.7-1.
The following is an acceptable set of damping values when the modified Newmark's design spectra are used:
(Para. 3.7.1)
At or Less Than Structure or System / Stress Level 1/2 Yield At Yield Small piping (<12" dia)
.5 1
'Large Piping
.5 1
Welded Steel 2
5 Bolted or Riveted Steel 5
7 Prestressed Concrete 2
5 Reinforced Concrete 2
5 3.2 When the response spectra method is used for dynamic analysis of structures, piping systems and components,_ responses due to two hori-zontal. and one vertical input motions should be combined by the square root of the sum of the squares.
(Para. 3.7.2.7 and 3.7.3.7)
~
' 3. 3 The simplified lumped mass and soil spring approach proposed in the PSAR to characterize soil-structure interaction is not appropriate.
The use of equivalent soil springs may produce a pronounced filtering of the ground motion response amplitude and response frequencies due to inadequate representation of soil parameters.
Indicate your intent i
to adopt one of the following methods for soil-structure interaction analysis:
i
e, s.
3-2 (a) A' nonlinear finite element approach with appropriate nonlinear stress-strain and damping relationship-for the soil.
(b) An iterative linear finite element approach with appropriate nonlinear stress-strain and damping relationship for the soil (pseudo-nonlinear approach).
(c) Lumped springs to represent the soil with appropriate dampings
_(not more than 10% of critical damping corresponding to horizontal and vertical springs), utilizing a variation in the soil proper-ties corresponding to the span of maximum and minimum strain levels so that the floor response spectra obtained envelop those using the finite element approach. If a pseudo-nonlinear finite element approach is used, identify the manner in which variation in the properties of.the soil are accounted for.
(Para. 3.7.2.1) 3.4 Specify the number of significant cycles of stress reversal expected p
during the lifetime of the plant. Describe how this number is arrived at by providing information on the estimated number of
, seismic events, and the magnitude duration and number of stress cycles for each event.
(Para. 3.7.3.1) 3.5 Use of static loads equivalent to the peak of the floor spectrum curves is not adequate for the seismic design of components and-equipment. Either use static loads equal to 1.5. times the peak of l
l t
l
r 3-3 the floor spectrum curve or demonstrate that the contribution of all medes has been incorporated in the seismic analysis.
(Para. 3.7.3.5) 3.6 in addition to the seismic instrumentation described in the PSAR, neveral multielement seismoscopes are required at selected locations of Category I structures, systems and components. The multielement seismoscopes provide response spectra data for peak acceleration vs frequencies. Locations of installations should be determined from a dynamic analysis such that the maximum motion can be recorded and that the most pertinent data can be obtained.
(Para. 3.7.4.2) 3.7 Commit to a plan for the utilization of the seismic data that would be acquired from installed instrumentation in the event of an earth-quake. By comparing measured responses with the computed results of the system dynamic analysis, it is possible to verify seismic analysis assumptions, damping characteristics and the analytical model used for the plant.
(Para. 3.7.4.4) 3.8 List the structures which will be analyzed using plastic analysis
.and specify the method of analysis planned. (See Para. 3.8.1.2.3) 3.9 Provide sketches of Category I Water Tanks.
(Para. 3.8.1.7) 3.10 The load combination equations shown in the PSAR for Category I structures other than containment are not in accordance with the current regulatory staff position. The acceptable load combination l
[
equations are as follows:
l L
_ 3 10.1 3~4 Service'Lo d Y
a Co ditions n
A.
If w orking str 1) es s de ign is S=D+L s
2).
- used, S.D+L+E 3)
S=D+L+W B.
If Strength De ign 1) s U = 1.4D + 1 method is u 2)
U = 1.4D + 1.7L + 1.3
- sed, T + 1.3 3).
U = 1.4D + 1 7L + 1.7W + 1 o
Ho 3
Factor d
.7L + 1.9E + 1.3 T +1.3 o
H e
Design Conditi T, + 1. 3 o
4)
H, U=D+L+H ons:
\\
5)
U=D+L+T, + T, + E '
h 6)
U=D+L+T, + H, + V 7) g U=D+L+T g+H g+1.5 P
8) g U=D+L+T A*A+
Mt g+H A + 1.0(Y, + Y + Y g + 1. 0 P 1) therm l stre A + 1. 0(Y, + Y + Y
)
,)+1
.If a
s
)
limiting and ses due to T
,) + 1. 0 s
econdary in H, are pre
, and stresse s is permitted (natur, a 33%
se t and are e
n w
in orking stre ase in cre ss p g, only).
allow
\\ ~
a.
l r
l l
4
3-5
- 2) In combinations (6), (7) and (8), the peak values of P '
A A'
A j'
r' Y shall be used unless a time-history analysis H'
a is performed to justify otherwise. For combination (8), the capacity reduction factor 9 can be 1.0.
- 3) If prestressing forces, F, are present, they should be included in the dead loads, D.
- 4) For combinations (7) and (8), local stresses due to the con-centrated load Y,may exceed the allowables provided there will be no loss of function.
3.10.2 Structural Steel If elastic working stress design methods are used,( }
A.
1)
S=D+L 2) b=D+L+E 3)
S=D+L+W B.
If plastic design methods are used,
- 1) Y = 1.7D + 1.7L + 1.3T, + 1.3H
- 2) Y = 1.7D + 1.7L + 1.3T, + 1.3H, + 1.7E
- 3) Y = 1.7D + 1.7L + 1.3T, + 1.3H, + 1.7W i
l L
3-6
. Factored Load Conditions A.
If elastic working stress methods are used, 4) 1.6 S = D + L'+ T + H,+ E' g
5) 1.6 S = D + L + T, + H, + W 6) 1.6 S = D + L + TA+HA+PA 7) 1.8S=D+L+Tg+HA+ A+
.0 (Y + j+
+
r m
j + Y,) + E'
+
8) 2.0S=D+L+TA+
A+ A+
r B.- If plastic design methods are used, 4) 0.9Y=D+L+T
+H
+ E'
- 5) 0.9 Y = D + L + T, + H
+Wg 6) 0.9Y=D+L+TA+HA + 1.5PA 7) 0.9Y=D+L+TA+Hg + 1.25PA + 1.0(Y
+Y j + Y ) + 1.25E r
m j
- Y ) + 1.0E' 8) 0.9 Y = D + L + TA+ A + 1.0Pg + 1.0 (Y
+Y m
r NOTES:
- 1) If thermal stresses due to T, and H, are present and are self-limiting in nature, a 50% increase in allowable stresses is permitted (working stress only).
- 2) In combinations (6), (7), and (8) the peak values of P 'A A'
- "** "" *** * '**~
- U """ I "
H' A
r' j*
m is performed to justify otherwise.
l l
l
\\
3-7
- 3) For combinations (7) and (8) local stresses due to the con-centrated load Y,may exceed the allowables, provided there will be no loss in function.
3.10.3 Loads. Definition of Terms and Nomenclature NORMAL LQADS Normal loads are those loads to be encountered, as specified, during initial construction stages, during test conditions and later during normal plant operation and shutdown. They include the following:
D - Dead loads and their related moments and forces, including any permanent loads except prestressing forces.
L - Live loads and their related moments and forces, including any movable equipment loads and other loads which vary with intensity and occurrence, like soil and hydrostatic pressures, and pressure differences due to variation in heating and cooling and outside atmospheric changes.
T, - Thermal effects and loads during normal operating or shutdown conditions, based on the most critical transient or steady state condition.
H, - Pipe reactions during normal operating or shutdown conditions, based on the most critical transient or steady state condition.
- ,~
5 P
t.
3-8 r
SEV4RE ENVIR0ft(ENTAL LOADS
' Setere environmental los'ds~are those loads-to be infrequently encoun-te red during the plant life. Included in this category are:
~
E - Loads generated by the Operating Basis Earthquake or, if an OBE is not specified, loads generated by half the Safe Shutdown Earth-1 quake. ' If 'both are specified, E shall be the larger of the two, and W - 1.oads generated by the design wind specified for the plant.
j
^
p_TFDIE ElWIROIOGNTAL LOADS Exteene environmental loads are those' loads which are credible but arr highly improbable. They include:
E' - Loade generated by the Safe Shutdown Earthquake, and W' - Loads generated by the design tornado spe ified for the plant.
They include loads due to the tornado wind pressure, due to tornado-created differential pressuras, and due to tornado-generated missiles.
f ABNCVULL LOADS Abnornal loads are those loads generated by a postulated accident I
within a building and/or compartment thereof. Postulated accidents'
,..._,_,.m._-._..____.__-_
3-9 primarily include high energy pipe ruptures. Included in this category are the following:
P Pressure equivalent static load within or across a compartment A
- and/or building, generated by the postulated accident, and including an appropriate Dynsmic Load Factor applied to the peak of the pressure-time curve.
(See Note 1)
Thermal effects and loads generated by the postulated accident.
T g
H - Pipe reactions under thermal conditions generated by the postu-A lated accident.
Y - Reaction equivalent static load on the rupture high energy pipe during the postulated accident, and including an appropriate Dynamic Load Factor applied to the peak of the reaction-time curve.
(See Note 1)
Y - Jet impingement equivalent ~ static load on a structure generated by a ruptured high energy pipe during the postulated accident, and including an appropriate Dynamic Load Factor applied to the peak of the jet-time load.
(See Note 1)
Y, - Missile impact equivalent static load on a structure generated by or during the postulated accident, and including an appropriate Dynamic Load Factor applied to the peak of the missile impact-time curve.
(See Note 1) t D
~
t
\\
3-10 NOTE 1: In determining an appropriate Dynamic Load Factor for P '
A Y'Y and Y,, elasto-plastic behavior may be assumed and r
j an appropriate ductility ratio may be used in accordance with the following recommended values for various structural elements:
1.
Tension reinforced concrete beams and slabs (flexure controlling)... u = *
- P=
f 2,
Doubly reinforced concrete beams and slabs (flexure controlling)... u = p*, p,; P' =
3.
Concrete beems and slabs in region requiring shear reinf..... u = 1.3 4.
Concrete columns u = 1.0 e
u =.5 -fi, where 5.
Steel tension members.
Y e: ultimate strain u
e: yield strain y
6.
Steel compression members.
u = 1.0 e
7.
Steel flexural members u=.2-fl y
3-11 When utilizing the above-listed ductility ratios, the deter-
- mined Dynamic Load Factor shall not be less than 1.0.
Further-more, should any of the loads P ' j' r ""
- "" ~
A a
taneously on a structure, the combined loads should not result in strains higher than those defined by the ductility ratios.
OTHER DEFINITIONS S - For concrete structures, S is the required section strength based on working stress design methods and the allowable stresses defined in Section 8.10 of ACI 318-71.
For structural steel,.S is the required section strength based on elastic design methods and the allowable stresses defined in Part I of the AISC " Specification for the Design, Fabrication and Erection of Structural Steel for' Buildings," February 12, 1969.
NOTE: The 33% increase in allowable stresses for seismic or wind loadings is not permitted.
U. - For concrete structures, U is the required section strength based on ultimate strength design methods and the allowable stresses as described in ACI 318-71.
Y - For structural steel, Y is the required section strength based on plastic design methods and the allowable stresses of Part II of 4
y
.----r y -,,
,,,,,.w,,
,-.,n
,-_,,,-------,--,,-,.-n.-.
.. a
4 3-12 the AISC " Specification for the Design, Fabrication and Erection of' Structural Steel for Buildings," February 12, 1969.
3.11 Demonstrate that the design pressure of the enclosure building blow-out panels is sufficiently low so that the structural integrity will not be impaired by the pressure generated by high energy line break.
3.12 Justify the design of enclosure building for the loads resulting from normal operating conditions only.
3.13 Justify the reference to the ACI 318-63 Building Code and ACI 613-54.
Standard in Section 3.8.2.
Both of these documents have been superseded.
3.14 The load combination equations for containment included in the PSAR are not in accordance with the current regulatory staff position.
The acceptable load combination equations and allowable stresses are those in the CC-3000 of ACI-ASHE (ACI 359) Code with the following exceptions:
The following modifications on Subsection CC-3000 are required:
On Table CC-3200-1
- Y), jet impingement loads, and Y,, missile impact loads should be added to the loads listed in this table.
- Each combination that includes 1.0 Y should also include 1.0 Y and 1.0 Y,.
3-13
- For definition of loads see request 3.10.3 pertaining to structures other than containment.
on CC-3421.1
- The footnote on page 196 should be revised to indicate that the 33-1/3% increase in allowable stresses is permitted only for tem-perature loads and not for wind or earthquake loads.
On CC-3422.2
- The footnote on page 197 should be deleted.
3.15 Describe the way in which the shear stresses resulting from a pipe break reaction on the reactor support structure will be carried by
.the cracked concrete.
3.16 Indicate the deviations in allowable stresses for.the design loading conditions in the working stress method referred to in Para. 3.8.2.6.
3.17 State the magnitudes of the earthquake generated soil pressure (in terms of active and passive pressures) on exterior walls of contain-ment and indicate the method by which these pressures will be used to design the structure components.
3.18 Describe the waterproofing membranes and water stops applied to the portion of the containment structure located below the groundwater
3-14 level.
Indicate the measures to be taken to check watertightness of the containment structure during the service life of the plant.
(Para. 3.8.2.7.8) 3.19 Describe the provisions taken to transfer seismic and wind shear forces across construction joints and the waterproofing membranes installed between containment foundation and subgrade located under it.
3.20 Discuss the protective measures to be taken to tie down all slabs, blocks and partitions which are potential missiles.
3.21 Describe the provisions to be taken to prevent corrosion of the liner plate in case of a buckling toward the inside of the containment and the surveillance measures to be used to detect such condition.
(Para. 3.8.2.6.5) 3.22 Indicate the relative strengths of the liner plate against buckling as compared with its anchors and anchor welds. Describe the method of computing the stresses in the anchor and concrete resulting from a buckled panel of the liner.
(Para. 3.8.2.6.2.6) 3.23 Discuss the method that will be used to investigate effects of a failure of one liner anchor on the adjacent anchors and indicate the provisions taken to prevent the " zipper effect" from propagating.
c:
3-15 Consider horizontal and vertical forces acting simultaneously.
(Para. 3.8.2.6.2.6)
^ 3.24 Describe the criteria used to design concrete sections subject to cracking to resist loads producing torsion alone and torsion combined with direct shear.
3.25 Describe, with the aid of a sketch, the support of a polar crane, its connection to the concrete walls and provisions to resist the shears induced by earthquake.
3.26
- Specify the allowable value of tangential shear that can be resisted by concrete alone in-a prestressed concrete structure and indicate the reinforcement that will be provided to carry the shear in excess of the allowable.
3.27 Submit a list of computer programs that will be used in structural and seismic analyses to determine stresses and deformations of Seismic Category I structures. Include a brief description of each-program and the extent of 'ts application.
3.28 Describe the design control measures as required by 10 CFR Part 50 Appendix B that will be employed to demonstrate the applicability and validity of the above computer programs by any of the following criteria or procedures (or other equivalent procedures).
-.... i
3-16 a.
The computer program is a recognized program in the public domain, and has had sufficient history of use to justify its applicability and validity without further demonstration. The dated program version that will be used, the software or operating system, and the computer hardware' configuration must be specified to be accepted by virtue of its history of use.
b.
The computer program's' solutions to a series of test problems,
'with accepted results, have been demonstrated to be substantially identical to those obtained by a similar, independently written program in the public domain. The test problems should be demonstrated to be similar to or with the range of applicability for the problems analyzed by the computer program to justify acceptance of the program.
c.
The program's solutions to a series of test problems are sub-stantially identical to those obtained by hand calculations or from accepted experimental test or analytical results published in technical literature. The test problems should be demonstrated to be similar to the problems analyzed to justify acceptance of the program.
3.29 Provide a summary comparison of the results obtained from each computer program with either the results derived from a similar program in the public domain, on a previously approved computer program or results from the test problems.
s.
4 4
5 3-17
- 1. 30. - Section 3.'3.2.1.3 provides a description of design basis tornado-horne missiles considered for this facility. Expand the spectrum
- of tornado missiles considered to include' the following,' assuming that. the tornado has a 300 mph rotational wind velocity plus a 60' aph translational velocity:
3 a.
4" x 12"_ plank x 12 f t long with a density of 50 lbs/f t ;
'b.
Utility pole 13.5" diam. x 35 ~f t long with a density of 43 lbs/ft ;
'c.
1" solid steel rod 3 f t long with a density of 490.1hs/f t ;
d.
6" schedule 40 pipe,- 15 f t long with a density of 490 lbs/ f t ; and 3
e.
12" schedule 40 pipe,15 f t long with a densit'y of 490 lbs/f t.
Present the following information for each of the above:
a._ The maximum velocity attained.
b.
The required thickness of a reinforced concrete missile barri-er to stop the missiles without their penetrating the' missile barrier or creating secondary missiles (assuming an end-on im-pact, i.e., the minimum impact area).
In developing the above information, use the analytical approach presented in WCAP-7897, Characteris tics of ' Tornado Generated Mis-
~
siles, except assume the udssiles do not tumble and are at all times oriented such as to have the maximum value of C. A while in d
W L
fli gh t.
Since the potential destructive forces that can be devel-oped varies with the elevarien difference between where the missile u
u.. ~
- 2.
I 3-18 t
originated and its impact area (to be assumed at ground level),
p resen t the above' information for missiles originating at ground Icvel and at increasing elevations in increments of 50 feet up to the highest structural elevation on the site.
3.31 With the aid of site plot plans and layout drawings of Units 1 and 2, identify and ' locate all essential systems and components that are required in order to attain a safe shutdown in the event of a to rnado, including all control, sensing, power and cooling lines.
Using the missile barrier thicknesses developed in response to f
request 3.30 above, discuss the adequacy of all tornado missile barriers protecting the essential systems.
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11-1 11.0 RADIOACTIVE WASTE MANAGEMENT 11.1 The flow diagrams for the boron recycle, steam generator blowdown treatment, liquid, and gaseous waste treatment systems do not show the flow rates through the systema. Provide the expected and maxi-mum flow rates and activity concentrations for the principal flow paths of these systems.
11.2 The 100 scf/yr estimated maximum leakage rate from the gaseous waste processing system is based on the sensitivity of commercially avail-able portable leak detection apparatus. Discuss how you will assure that the actual leak rate from the gaseous waste processing system will not exceed 100 scf/yr; e.g., discussion of monitors, preventive maintenance, and other measures.
11.3 Provide the following additional information which is necessary for our evaluation of the gaseous waste processing system; a.
Measures taken to monitor the system for explosive gas mixtures, b,. Measures taken to mitigate the consequences of an explosion in the system, c.
Justification for locating the hydrogen recombiners downstream from the gas compressors, where the hydrogen concentration will be higher, and d.
Measures taken to avoid explosive gas mixtures.
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-0 11.4 At low concentrations of iodine (10 ug,7,3), two-inch charcoal adsorbers have been shown to be relatively inefficient. Provide the depths of the charcoal adsorbers used to reduce airborne radio-
' iodine releases from the various ventilation exhausts; i.e.,
auxil-iary building, fuel handling area, air ejector exhaust and contain-ment purge.
11.5 It is required (10 CFR 50.36a) that each of the principal radio-nuclides released to unrestricted areas be identified. It is not clear that all ventilation effluent discharge paths are monitored for particulates, iodines, and noble gases. Provide the monitoring capability and the design minimum detectable concentrations for each ventilation discharge path, i.e., plant vent, containment exhaust vent, gland seal condenser vent, main condenser air ejector vent, and turbine building exhaust. It is not clear that all 11 quid effluent discharge paths will be isotopically monitored before release; i.e., steam generator blowdown treatment system effluent.
Discuss the capability to determine the isotopic releases from this atream.
11.6 It is not evident from figure 10.4-1 that the steam generator blow-down sampling line will directly monicot the untreated discharge that is stated to flow through the bypass filter to the plant dis-charge line. Provide the following additional information:
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7 11-3 a.
Sufficient information on the location of monitors to demonstrate that the sample line will be representative of the untreated discharge,
- b.. Design minimum detectable concentration for the sample monitor,
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Quantity and bases for the quantity of radioactivity that could be released through this stream undetected.
11.7 Provide the. estimated releases of radionuclides from the turbine building floor drains and ventilation exhausts for expected and' abnormal conditions.
11.8 Provide the criteria that will be used to select the piping that will not be field-rung but will instead have a detail layout.
11.9 If the boron recycle bottons cannot be discharged to the boric acid tanks, they can be diverted to the solid waste processing system.
Section 11.5 does not describe the' capability for processing these radioactive boric acid wastes. Discuss the capability for processing the boron recycle bottoms for disposal.
4 13-1 13.0 CONDUCT OF OPERATIONS 13.1 Sections 13.1.1.2.2 and 13.1.1.2.2.5 of your PSAR describe the responsibilities 'of the Superintendent of Production-Nuclear and his staff in regard to headquarters' technical support for opera-tion of the Georgia Power Company's nuclear power plants. Tb planned increase to a total of six nuclear units represented by this application will increase the demands upon this staff. Indi-cate your plans for providing adequate staffing to fulfill these i
obligations.
13.2-Safety Guide No. 17 identifies the need to consider, at an early stage, ~ design features and equipment' arrangements to reduce the probability for successful industrial sabotage. Describe how you plan to review for and incorporate these considerations into the design of the Vogtle plant.
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