ML17221A481
| ML17221A481 | |
| Person / Time | |
|---|---|
| Site: | Saint Lucie  |
| Issue date: | 10/21/1987 |
| From: | Tourigny E Office of Nuclear Reactor Regulation |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| TAC-65587, NUDOCS 8711020232 | |
| Download: ML17221A481 (42) | |
Text
l October 21, 1987 Docket No. 50-335 LICENSEE:
FACILITY:
SUBJECT:
Florida Power and Light Company (FPSL)
St. Lucie Plant, Unit No.
1
SUMMARY
OF OCTOBER 2, 1987 MEETING WITH FP&L AND NRC STAFF REGARDING THE RERACKING OF THE SPENT FUEL POOL (TAC NO. 65587)
INTRODUCTION The NRC staff met with FPSL personnel on October 2, 1987 in Bethesda, Maryland to discuss the licensee's proposal to rerack the spent fuel pool.
The licensee and the staff had their consultants present.
The scope of the meeting focused on the questions that were sent to the licensee on August 20, 1987.
Enclosure 1
identifies the meeting attendees.
Enclosure 2 provides the questions that were discussed.
SUMMARY
The licensee provided to the staff a draft of their answers to the questions.
The draft document is provided as Enclosure 3.
In regard to Enclosure 3, the licensee requested the following disclaimer:
"The enclosed draft responses to questions on the FPSL rerack proposal were provided by FPAL as a basis for discussion with the staff in this meeting.
FPL pointed out that these are draft proposed responses and that they have not completed detailed technical and management review.
As a result, FPAL stated that they do not represent FPSL's docketed responses to these questions."
The staff felt that the draft answers were adequate in some cases, but that additional information should be provided in other cases.
The staff also felt that it would be useful to audit some of the structural-related calculations performed by the licensee's consultants.
The licensee's consultants agreed to an audit, and one is planned to be held in early November.
Lastly, the licensee plans to submit the final answers to the questions in the next few weeks.
PDR', 20~32 871021 p
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pgg Enclosures As stated E.
G. Tourigny, Proiect Manager Project Directorate II-2 Division of Reactor Projects-I/II cc w/enclosures:
See next page DISTRIBUTION NRC 5 Local PDRs OGC-Bethesda PD22 Reading HBerkow BTroskoski EJor dan JPartlow ETourigny NRC Participants ACRS(10)
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Mr. C. 0.
Woody Florida Power
& Liqht Company St. Lucie Plant CC
.'r. Jack Shreve Office of the Public Counsel Room 4, Holland Building Tallahassee, Florida 32304 Resident Inspector c/o U.S.'RC 7585 S.
Hwy AlA Jensen Beach, Florida 34957 State Planning
& Development Clearinghouse Office of Planning
& Budget Executive Office of the Governor-The Capitol Building Tallahassee, Florida 32301 Harold F. Reis, Esq.
Neman
& Holtzinger 1615 L Street, N.W.
Washington, DC 20036 John T. Butler, Esq.
- Steel, Hector and Davis 4000 Southeast'inancial Center Miami, Florida 33131-2398-Administrator Department of Environmental Regulation Power Plant Siting Section State of Florida 2600 Blair Stone Road Tallahassee, Florida 32301 Mr. Weldon B. Lewis, County Administrator St. Lucfe County 2300 Virginia Avenue, Room 104 Fort Pierce, Florida 33450 Mr. Charles B. Brinkman, Manager Washington - Nuclear Operations Combus'tion Engineering, Inc.
7910 Woodmont Avenue
- Bethesda, Maryland 20814 Jacob Daniel Nash Office of Radiation Control Department of Health and Rehabilitative Services 1317 Winewood Blvd.
Tallahassee, Florida 32399-0700 Regional Administrator, Region II U.S..Nuclear Regulatory Comnission Executive Director for Operations 101 Marietta Street N.W., Suite 2900 Atlanta, Georgia 303?3
Enclosure 1
NPC/FPEL/Meeting St. Lucie Plant, Unit No. I Spent Fuel Pool Expansion October 2, 198?
NAMES AFFILIATION E.
G. Tourigny Jack Crlenjak Giuliano DeGr assi.
Hans Ashar David C. Jeng Herman Graves E. J.
Weinkam J.
N. Ridgely Ra)
Shah Michael Holtz R.
D. Gil Ralph Russo Kris Singh Alan Soler Greg Keller Tom Vogan NRC/PM for St. Lucie Plant NRC/SRI for St. Lucie Plant NRC/BNL NRC/DESI/ESGB NRC/DEST/ESGB NRC/DE/SSEB FPSL/Nuclear Licensing NRC/DEST/PSB Joseph Oat/Project Manager.
Joseph Oat/Chief Engr.
FPAL/Power Plant Engr.
Ebasco/Civil Engineering Holtec International/President Holtec International/V.P.
Engineering FPSL/Power Plant Engineering FPAL/Power Plant Engineering
Enclosure 2
Re uest for Additional Information S ent Fuel Pool Ca acft Ex ansion St. Lucfh, Unit 1
Docket Number:
5D-335 1.
Descrf tfon o~ the S ent Fuel Pool and Racks a.
Provfde typical fuel rack design drawings which indicate all weld details.
b.
Provfde a typical fuel assembly drawing indicating details of rack interface areas.
c.
Provide detailed fuel pool drawings which show the. liner weld
- seams, the leak detection system channels, and any modfficatfons.
d.
Mill any shim plates be used between the rack feet and the pool floor?
e.
'Are there any structural restraints to prevent the racks from slfdfng into the cask area?
2.
Seismic and Im act Loads a.
Provide a detailed description of the methodology and
~ analytical <<edels used to generate the new floor response spectra shown fn Figure 4.9.
b.
Provide a detailed description of the methodology used to generate the pool floor time hfstorfes.
C.
d.
Provide a comparison of the, response spectra for the pool floor
<<etfon shown.fn Figures 4-12, 13, 14, with the corresponding design response spectra of Figure 4.9.
Have impacts'-between fuel racks and the pool walls been considered?
Do the wal'Is have sufffcfent margfn to accaanodate these loads?
~ ~
e HOLTEC COMPUTER PROGLLN tmTER]
0093L/0017L
ENCLOSURE 3 QUESTIN tl Descri tion of the S
at Fuel Pool and Racks Question la - Provide typical fuel rack design drawings <<hich indkatc
<<cld details.
Response
la - The attached Joseph Oat Corporation drawings, 1%286 Rev 1 and F288 Rev 1, shov all design details for a typical fuel rack module
~
Question lb-Provide a typical fuel assembly drawing ixdicating details of rack interface areas.
Response
lb - The attached Combustion Engineering drawings E-13172-161-101 sheet 1 Rev 5 and sheet 2 Rev 5 show a typical 16Z16 fuel assembly.
The assembly vhea stored in a spent fuel rack storage cell rests oa the lower end fitting (shovn as Item 9 on the drawiags).
During a seismic event, lateral contact betveea the fuel assembly and the storage cell vali asy occur at one or more of the'pacer grid assemblies (showa as Item 7 on the drawiags).
Questioa lc - Provide detailed fuel pool drawings vhich shcw the liner veld
- seams, the leak detectioa system channels,'ad any modifications.
Response
lc - The attached Ebasco Ser'vices Inc. drawings 8770&-830 sheet' Rcv 4, sheet 2 Rev 2 and sheet 3 Rev 4 shee, all the design details for the St Lucie Unit 1 spent fuel pool.
Draving 877~30 sheet 4 Rev 0 shovs 1 1/4 inch base plates vhich vere added to the pool floor at the time of the last rerack.
Liner veld seams are located on Sheet 1, Fuel Pool Liner Plan, Sections h,,
B and C and Shcct 2, Scctioa G.
Leek detection channels are provided behind all. veld seams.
Details are shown on Sheet 3, Coordinates Dll to D17.
No modifications to the ezistiag fuel pool oner are rc'quired to accoaaodate the nev spent fuel racks.
Question ld - Mill aay shim plates be used bet<<een the rack feet and the pool floorT
Response
ld - The design of the aew spent fuel racks does not call for the use of shim plates.
Level ad)ustaent is achieved through variable height support legs accessible froa the pool surface using 1ongWadlcd tools.
hdditional 1 1/4 inda base plates are provided as required for those areas of the pool floor <<here the rack support legs arc located as showa m Joecph Oat Corp drawing E281 Rev 2 ~
These ne<<base plates villaot be attadaed to the pool floor.
009 3L/0017L
(gtSTION tl Descri tion of the S
t Fuel Pool and kacks (continued)
Question le - hre there any structural restraints to prevent tbe racks fry sliding into the cask area?
Response
le - h structural steel vali separates the cask area froa the rest of the spent fuel pool.
This eall is shorn on Ebasco Services Inc.
drawings 8770%<30 Sheet 1 Rev 4, Sections h and D, and Sheet 2
Rev 2, Section P.
Qg~
~ ~
0093L/0017L
QUESTION t2 Scisaic and Ia ct LoadsDRA~
Question 2a - Provide ~ detailed description of the aethodology and analytical aodels used to generate the nev floor response spectra shown ia Pigure 4.9.
Response
2a - The analytical aodel of the tuel Handling building (St Lucie Unit 1 PShR, Subsection 3.7.2.1.1 a and Pigure 3.7H) is represented by a cantilever beaa vith <<asses luaped at selected elevatione siaulating veighte of floors, walls, columns and
<<a)or equipment.
The cantilever beaa connecting these lumped
<<asses is assumed veightless.and clastic representing the stiffnese of the valls.
The foundation aat supporting the cantilever beam is considered as a rigid body and is supported by rotational and translational springe siaulating soil-structure interaction.
For the horisontal direction, tvo aodels vere used corresponding to the N-S (long) and EW (short) directions of 'the building.
Each aodel consists of a cantilever beaa with three luaped
<<asses'or the vertical direction, a aatheaatical aodel vae developed using the same lumped. aass principles.
However, since the focus of interest for this case is the aiddle of a floor bay or at column-floor )uncturee, appendages representing floor bay behavior are added to the cantilever beaa resulting in a aore co<<pier aodel.
The increased aase at the base aat resulting froa the increase ia the fuel rack veight increasce the veight and the weight
<<oaent of inertia of the aat.
(See PSAR Table 3.7-5).
Pr'opcrtiee as shown in this.table for horisontal aodel aaee poiats 1, 2,:aad 3, and vertical aodel <<ass points 1> 2, 3y 4
'nd 5 villaot change.
Othii input data iacludiag geoaetry,
<<sternal properties, structural da<<piag, aad soil spring constants are the same as used for the original analysis of the Pucl Handling buildiag.
The nev response spectra curves vere generated using the aethod described in PSAR Subsection 3.7.1.2.3, vhich vas used in the original dyaaaic analysis of the Puel Handliag building.
I X.'RApq-0093L/0017L
QUESTiON g2 Scfsmic and Xg ct Loads (coatinued)
Response
2a - Miaiaaa and aaxiaua fuel rack veights vere coasidered in the (continued)
- analysis, corresponding to thc capty and fall coaditfons of the racks.
Increasing fuel rack veight tends to increase the veight aoeent of inertia of the aat aad hence the borfsoatal responses.
Qecreasiag fuel rack veight de reascs the mass of the aat and hence tends to increase the mrtical responses.
Three ground Iotioa acceleration records
{as used in the original plant design) <<ere used as input.
These six coabinatfons of paraaeters result ia sfx msponse spectra curves, vhich vere then broadened
+ 20I axd enveloped into one curve vhich envelopes the full spectrm o'ack loading conditions.
Six such curves vere developed, tvo (ObE and SSE) for each direction (NS, EM, vertical), as sheva in Figure 4-9 in the licensiag subaf ttal.
Question 2b - Provide a detailed descriptioa of the aethodelogy used to generate the pool floor tiie histories.
Response
2b - The oethodology used by the coaputer pro~ for artificial Iotfou generation is based on the fact that any periodic function can be expressed ae a sum of sinxsofdal waves, f.e.
X(t) an sfn(vnt + Pn)
(1)
%here an, va and Pa are respectively the aaplftude, frequency and phase angle of the n-th con ributing sfnusoid.
h randy nuaber generator is utiiised to gaerate an array of phase angles vfth uniform likelihood fa tee range betvecx 0 and 360 degrees.
The aaplftude aa are relate'. to the oae side spectral density function S(va) by thc r~tfoaship
~ - SqaT (2 S(v,)S,)
.(2) vhcre lhra represents aa incrcaeat of vs The transient character of thc earthquake is simulated by aultiplying the steady state sation expressed by Iq(1) by a detezainistic envelope fuactfon as described in the rcport, SiaaQated Earthquake Notions Conpatfble vfth Prescrfbed
Response
Spectra" by 9 Gaspirfno and E H Vmmarckc, MZT Report No R76-4 (January 1976) ~
The prograa utQfces an iteratfon approach ehereby the calculated response produced by the siaulatad seiaaic excitation is coaparcd vith the "target rcspoase spectra, and the amplitudes an are aodificd at each fteraticm step so as to obtain thc best agrecaent at certain coatre1 frcqueacfca specified by tbc user.
0093L/0017L
QUtSTI(5 02 Seisaic and II ct Lou& (coninued)
A -y Question 2c provide a coapariaon of the response spectra for the pool floor aotion shown in Figures 4-12, 13, 14, with the corresponding design response spectra of Figure 4H.
Response
2c Question Zd The attached Figures JPE-LR47-43-1, 2 and 3 provide a coapsrison of the design response spectra with the calculated response spectra corresponding to the artificially generated tiae histories.
For clarity, velocity response spectra rather than acceleration response spectra are presented, as velocity spectra will accentuate the differences in the lower, frequency range.
The plots deaonstrate that the calculated curves closely envelope 'the design carves.
Have iapacts between fuel racks and the pool walls been considered2 Do the walls have sufficient Nargin to accoaaodate these loads?
Response
2d The potential for rack-t~all impact has been considered in the fuel rack Iodels.
Iapact springs are included in the aodel at both the base plate level and at the girdle bar level on ail four aides of the rack being aodelled to account for this potential.
The true rack-t~all spacing (less the pro5ection of the girdle bar or base plate, as applicable) is input as a clear gap between the rack structure and the spring.
Zn all of the analyses perforaed, the coaputed rack Iotion is such that rack-t~all iapacts do not occur.
Therefore, analysis of the pool walls for iapact loading was not required.
009 3L/0017L
0)
EL. 21-G I
Qe Kgg Ky Kg I
Vfg,TIChL IAODEt.
FI.ORIClA POWER 0 LIGHT COMPANY STe LUCIE PLhNT FUEL HANDLING 8UILDING MATHEMATICALMODELS zsAR FIGURE 3.7-9
FSAR TASLE 3.7-5 FUEL HhNDLIHC SUILDING PROPERTIES HORIZONThL HODEL.
Meaa No.
k(N-S) {ft )
I(1-S) (ft )
h(E-M) (ft )
4 4
2 1
251.0 859,000 212.0 2
932.0 1,728,000 877.5 3
984.0 1m 834 +000 921. 5 haaa
- 7,580e000 2
a 'Nfght Hoent of Inartfa { k-aac -ft)
H-S Long Direction of Structure 8-M Short Direction of Structure VERTlCAL INDEL rtaaa mo.
V (k)
S (kraft).
1.
3e$ 10.0 5o950e000 2
3,639.0 54,000,000 3
12,500.0 25~600~000, 4
180.0 98,000
-5 248.0 33o300 Saae 6,846.0 Daaign Concrete Strength F
~ 3,000 pai
)
c Young~ ~ Modulus E
~ 422,000 oaf c
toiaaon'a aetio 0.17 Shear'odulua C
180,000 kaf c
I(E-M) (ft )
187,000 527,000 531,000
- 1)025,000 V (k) 3,510.0 3,639.0 14,103.0 6od46.0
VELOCITY RESPONSE SPECTRUM
$ SE E-W FHB MAT 2I.5 40 CAL.RESPONSE So tll CE So C3O ta5 gO OES. PFSPDNSE CAL.RfSPDMSE' iS f.O F REQ UFNCtE'S I
FIGURE JFE-LR-87W43-l
VELGCITY RE'SPONGE SPECTRUM
- SSE, N-S FH8 MAT 21.5
~
20 ol V
0 Cgg. RESPemSS C+L JtEFP~SE.
am~.mes'rcwwa 0.5 1.0 2.0 5.0 FRFeuz<C/ZS I
10 20 50 PNlJRF..lPt'.-l.R-87-043-2
VETICAL VELOCITY RESPONS)
SPECTRUM S S E FH B MAT 2I.5'AL.PEWONSE OE S-PE'SPCNSK 20
'FREQU =WC IK$
fO FIGURE JPK-LR-87&43-3
DR~Fy QUESTION f3 Desi and hnal sis Procedures
+cation 3a - Provide a list of values of Iodeling par~ters used in the fuel rack analysis including:
- Inter-rack impact elcient properties
- Rack/fuel iipact eleaent properties
- Support foot properties
- Friction eleaent properties
- Nass of rack and fuel
- Macnsions
- Gaps between racks.and wall, racks and fuel, and rack to rack
- Fluid coupling coefficients
Response
3a - Table 3.1a sumariaes the property values used in the simulations.
The following nomenclature is used in the table:
>
<I (f/in)
Q (4/in)
Xf (0/in)
Q (4/in)
Q (fin)
TWf
.359 z 106
~ 1 K 107
.221 z 1010
.112 z 107 567 x 10
~ 310 x 106
.1 x 107
~ 221 z 1010
.109 x 107
.567 x 108
.372 x 106*aa
.1 x 107ss
.221 z 1010
.123 x 107 67 x 108 h (in)
H (in) 6.125 169 6.125 169 6'125 169
- 6 support feet (.1875" initial gap on 2 of 6 supports) s* Where 2 racks are ad)scent, gap between base plates
~
.625"; gap betveen'irdle bars
~.375" s*~ Noraal gap between cell sall and fuel asseably
~.125 Question 3b - Provide the calculations.rhich defined the key Iodeling paraaeters.
Response
3b Manual calculation of the key Iodeliag paraaeters vas not required since these paraseters are iaternally calculated by a
.preprocessing prograa which has been validated according to Holtec's Quality Assurance Procedures.
lased on user input of overall rack diaensices, ce11 size, thickness of cell walls',
etc., the preprocessor calculates a11 inertias, spring rates, etc.
and provides, as output, a data file Mch is directly used by the DYNhRhCK transient analysis code.
Question 3c - Do the spring stiffnesses used in the fuel rack aodel represent calculated valuest If aot, provide ~tification.
009 3L/0017 L
qUESTION S3 Desi ind Anal sis Procedures (continued)
Response
3c -?or the single rack aodels used in the St Locie analysis, the spring rates used represent calculated values vith the exception of rack-to-rack impact springs at the upper girdle Lars.
The values used for all ezternal impact springs are 1 x 106 0/in.'alculations have shown that this value is reasonable for the base plate-to-base plate impact, but is significantly larger than vhat may be expected at the upper girdle bars.
Qe have used the higher values so as to aaziaise the impact load magnitude in this region in the single rack analysis.
Question 3d - Provide )ustification for the assumption that the mtion of a fuel rack can be represented by a rigid siz degree of freedom structure.
Response
3d - The use-of a siz. degree of freedom (DOP) model for the rack is based on naturaL frequency considerations of a rack gridvork in vater.
For a typical rack, the lowest
'natural freqoency due to elastic deformation is 32 Bz, Mich is ve11 above the ezpected forcing frequency of the seismic input (5 Hx).
Ious, the rack behavior may be considered as that of a rigid body, shose motion is completely described by a 6 MP model.
Question 3e - Provide the natural frequencies of the fuel racks'B both the vertical and horixontal (rocking) directions.
Consider variations in geometry, fluid iaaersion, and fuel load conditions.
Response
3e - The fuel rack sorel is not a linear model.
All of the spring" elements used are non-linear in that they are eithe= gap elements or friction elements.
.As such, there is no real definition of. a "natural frequency"- which is approp=iate to the model'.
The c'oaputer simulation does not aake use of any-"mode shapes,"
or "natural frequencies" as part of the soistion
~ethodology.
Nevertheless, a calculition can be made of a bouncing frequency" associated vith vertical aotices of the rack v1th the support springs coniidered as linear springs.
For the Gl rack rt obtain f ~ 5.92nl/2 Hs mhere n is the number of feet involved during a vertical impact rith the ground
. For bouncing on four feet (purely vertical)p f ~ 11.84 B,.
Por rocking alternately on tao feet, f 8.37 Hx.
0093L/0017L
QUEST?OH 43 Desi and Anal sis procedures (continued)
Question 3f - Mere rack Iodules h2, Cl, and Hl the only racks aaalysed as iadicated in Table 4-10?
On chat basis vere these racks
'elected?
Response
3f - Nodules h2, Gl, Hl are the racks analysed to she( that structural integrity is aaintained during a seisaic event.
These racks vere chosen on the following bases:
b2 - representative of region 1 configuration (the largest region 1 rack);
this rack is adjacent to two mQ1a.
G1-a large region 2 rack near the cask area; this rack has 6
- feet, 2 of which (nearest the cask area) hare an iaitial-gap and are designed to coae into contact vith tbe floor oaly @hen rocking is sufficient to close the gap.
The eccentric placeaent of its main support legs causes this rack to be highly prone to rocking and separation of its
'eet froa the floor, thus resulting ia potentially higher stresses than a Nore conventional region 2 rack.
The relatively unstable configuration of this rack thus aakes it a logical candidate for analysis.
This is a region 2 rack with a cut-out and oae additional support foot.
Por conservatisa, the rack vae cmsMered to have 104 cells loaded rith fuel, but used a plan~ora for analysis that
@ac less stable than the plaafora actually present.
The uniqueness of this rack required that it be aaalysed.
cation 3g - Provide justification for usiag a, single. rack aodel of a fuel rack.
Ho@ are aultiple rack effects accounted for in'the.
analysis?
Response
3g - The siagle rack analysis peraits construction of a hi/sly detailed model of the 3-D non-linear behavior aot feasible with a aulti-rack Iodel The aethodology includes the follosiag three conservative assuaptions for rack analysis to accocat for the presence of au1tiple racks.
Each adjacent rack aodule ras aseuaed to Iove ia a aaaaer equal and opposite (out of phase) to the rack module being aaalysed.
This conservative assumption results ia an overestiaate of x'ack-track 1apact force and ras incorporated ia the aodel by otilisiag ~ reference ylsoe airway between adjacent racks as the location of the iaterrack iapact spriags.
DRAFT 009 3L/0017L
DRAFT L
QUESTION 03 Desi and anal sis Procedures (contiaucd)
Response
3g - 'he fluid coupling coefficients werc based oa the conservative assu<<ptioa that adjacent rows of racks are spaced further away from the rack being aaalyxed than is actually the case.
This reduces the cross coupliag effect" of adjacent rows of racks and results in higher displace<<eats and forces.
The rack-to rack i<<pact spring rates were set at a value, significantly higher than the expected calculated value so as to produce an upper bound on rack-to"rack i<<pact forces.
Question 3b - Provide a description of the DTNhRhCK program and sample outputs.
Discuss how the program was verified.
Response
3h - The computer code DTNhRhCK is a dyna<<ic si<<ulation program based'n the co<<ponent ele<<ent <<ethod of analysis described in the text "The Component Eleaeat Methods in Dyaa<<ics by S Levy and J P
D ltilkinson, NcGraw Hill (1976).
The solution of the rack dyaaaics problem usiag DTNhRhCR entails the following three steps:
(i) Develop a structural characterisstioa of the rack-fuel assc<<bly structure in tcras of lu<<pcd <<asses, non-linear springs (including friction and stop elc<<eats), fluid coupling elements, and appropriate provisions for three di<<ensional kinetic degrees-of-freedom.
(ii) hssu<<ing conservatively prescribed <<otions for neighboring racks and fluid effects, write equations for the kiaetic energies of the rack proper, the aiscmbly of fuel asseab1iei, and the entrained aad coupling fluid energies.
(iii) Utilise Lagrange's for<<ulation to asseable thc displace'<<ent coupled second order differential equations in thc prescribed gcneralised coordinates.
These si<<ultaneous equations arc solved by a 'aniforaly coaverging <<ethod of numerical quadrature.
The input to QTNhBhCR consists of iaforaation about the rack, and-inf'or<<ation about thc rclatioaship of each spring extension to thc various degrees-of-freed'sed in the simQation.
0093L/0017L
DRAI'T QUESTIN f3 Desi and anal sis Procedures (continued)
Verification of the DMRhCK prograa is carried out in accordance with Quality hssurance Procedures follow~ 10 CFR 50, kppendiz b.
Validation of DYNRACK results involves: (1) co@parison with analytical solutions and with nw'.rical solutions obtained from other coaputer,codes; and (2) aanua1 calcuation of aass aatrix tcras and comparison with results dcterained interaally by DYNhRhCK.
h proprietary computer printout of the DYNhRACK prograa is attached.
Question 3i - Provide additional inforaation on how fluid couplixg effects are incorporated iato the equations of Iotion.
Provide
)uetification for using fluid coupling coefficients based on "aaall displaceaents and constant gaps for both fuel-to-cell.and rack-to-rack coypling.
Response
3i - Fluid coupling effects are incorporated into thc governing equations by a proper accounting of the kinetic energy of the fluid trapped in the region between fuel asseablies and cell valls, and in the xegion betveen racks or bctveen xacks and walla.
based on an assuaed Iotion of the valls enclosing cr fluid region, satisfaction of continuity peraits drve1opaent of expressions for fluid velocity in the region in texas of spatial coordinates, aad in teras of the velocity degrees-of-freedoa of the ad)scent structures (rack and/or fuel asseablies)
The develop@eat of these velocity crpressions for the f1nid is based on the methods outlined'n icfs tl] and t2], belce.
Having satisfied continuity by deve1oping appropriate fluid velocities ia terms of the degrees-of-freedom of the ad)scent structures, the contribution of the fluid aotion, induced by. structure motion, to the systea kinetic energy, is easily constructed.
Foraation of the appropriate Lagrange's equations sutaaatically
~eld the correct. fluid contributions to the systea equations.
tl]
R J Frits, "The Effects of Liquids on the Dyaaid.c Motion of Imersed Solids", Journal of Enginceriag for Industry, hSME, Feb.,
1972 pp 167-172
'2]
"The Coapoaent kkeaent Method in Dynaaics
, 5 Levy aad J P D Wilkinson, McGraw Hi11, 1976.
0093L/0017L
~'
QUESTION t3 Desi and hna1 si ~ Procedures (continued)
Response
3i Frits consistently aakes the saall deflection assumptioa in his work, but the approach of deterainiag flu'd velocities to satisfy continuity and subsequently foraixg systca kinetic energy is not liaited to small deforaatieu.
It can be shown that the contribution of the fluid leads to teras in thc aass aatrix and to terms which can be considered as non-linear springs. If saa11 deflections are considered, only the aass matrix teras appear and the terws have coistant coefficients.
If rack/fuel aotions.are assuaed large caapared to the gap
- spacing, then both aass aatrix and spring teras appear.
Previous studies have shown that inclusim of the large dcforaatioa terae lead to a lowering of the structural response (see Ref f3)).
Therefore, our neglect of the non-linear spring like teras arisiag froa the fluid effects is conservative.
f3)
"Dynsaic Coupling in a Closely Spaced Two-Body System Vibrating in a Liquid Medium : "Thc Case of Fuel Racks",
K P Siagh aad h, I Soler, 3rd Intcraatioaal Conference on Nuclear Power Safety, Xesvick, England,, May 1982.
Question 3) - Did the fuel-to~all fluid coupling coefficients consider the flow area through the fuel assemblies?
If aot, provide calculations demonstrating the coascrvatisa of the aodel.
Response
- 3) - The WR fuel assemblies used ia thc St Lacie Unit 1 reactor typically coatain 176 fuel rods in a 14 x 14 array.
The fuel rods are 0.440 iachee in diaaetcr arranged in a square lattice vith a pitch of 0.577 inches.
Therefore, the gap betveea the a+scent fuel rods is less than 3/16 iach (0.137 inches aaaiaal).
The cross-sectional diacnsioa of the rod array is 8.115 inches square.
Since the storage ce11 opening crossmectioaal diaension is 8.65 inches, the net lateral spacing betweea the fuel asseably aad the storage cel1 is 0.535
~
.iachea.
The lateral aoveaent of thc fuel asseably in the storage. cell causes the water to flow past the assembly.
Since the flow bctvecn the narrow chanacls forae6 by the array of rods
- iavolvcs repeated 'changes ia the flow crmamection of vidth fry 0.137 inches to 0.577 inches - a foerfold change in transverse flow area - the hydraulic pressure losses through the channels are an order of aagaitude greater than what the fluid encounters floving through the asseably/ce11 wall gap around the
.array periphery.
The hydraulic prcssure loca duc to flow through these narrow covergent/divergent channels is an important aechanisa for energy loss froa the vibrating rack systea.
However, ia thc conservative approach used to aodel f1aid.coupliag, no such flow, and therefore, ao such loss 0093L/0017'.
DRAFT QUESTIN 03 Desi and Label sis Procedures (continued)
Response
- 3) - occurs; all the fluid is assumed to flov in the assembly/cell vali space around the array periphery.
Question 3k - Hov vas structural damping incorporated into the fuel rack models Describe method and list specific eleaents in vhich damping is included.
Response
3k - No structural damping is used in DMRACK.
The damping imposed on'the fuel rack model is impact 'damping applied to all gap elements.
k viscous dasLping aatriz tC] is constructed vhere fC]
iK]B fK] is the stiffness aatriz associated vith aQ non-linear gsp elements.-
B is given as B
2p/v Where p is the ratio of actual damping to critical damping, and v is the forcing frequency (rad/sec) at vhich this ratio is presumed to occur.
The fuel rack model consists of masses, friction spring elements, and gap (impact) eleaents.
Structural damping is asiociated only vith the gap elements and is active only vhen, the gapa are closed.
For the St Luc1e analyses, B ~
6.4 x 10+ in all runs vhich is equivalent to p ~.02 at a
frequency of 10 Hs.
Since the dominant forcing frequency of the seismic input is in the neighborhood of 5 Hs, the value of B used is conservative in that it villpredict less damping than is actually present in the real structure.
.Question 31 - Provide ~tification for assuming the same friction coefficient foi both static and sliding'ack conditions.
Response
31 - The bounding values of 0.2 and 0.8 used in the analysis enveLope both the static and sliding conditions and separate analyses are performed at both eztreaes to sistulate the vorst cases for translational and rotational motion and rack stress.
Justification for using, the same value in a given analysis is found in the fact that there is only a small difference betveen the slidiag and static values for a given condition.
Question 3a - Provide justificatioa for modeling the fuel uaeablies as independent rattling aaeses.
009K/0017m
QQESTJOH 43 Desi and Anal sis Procedures (continued) aasponse 3a-Question 3n-The fuel asseablies are aodeled as five uncoupled luaped Nasses spaced uniforsLly along the vertical lagth of the fuel rack.
Since the fuel asseibly has a natural frequency such lerer than the rack, the effect of coupling the aasses is insignificant and do not affect conclusions conceraing structural integrity.
Discuss the basis for selection of the fuel to cell iapac@..'-
spring elevations.
Are these the only locations Were fuel to cell iipacts are anticipated?
Leaponse 3n-Fuel is aodeled as five luaped aasses free to aove in the horizontal plane at ZW,.258,
.5B,.758 and H Were H is the height of the rack above the base plate.
Actual fuel-rack impacts, if they occur, vill occur at the locations of any spacer grids for the rod bundle, and certainly at the top of the rsck.
The choice of impact locations in the dynamic aodel is such as to balance the aodeling of the fuel as a unifora asss distribution vith the actual 1ocatim of potential iapact locations.
DRAFT 0093L/0017L
NAGNG E-13172-161-101 S82 R5 5 tLnaal DRgpZ 0093L/0017L
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