Protecting People and the EnvironmentUNITED STATES NUCLEAR REGULATORY COMMISSION
ACCESSION #: 9601190322
2060 Fairfax Avenue, Cherry Hill, NJ 08003-1666
Telephone: (609) 424-0999
H O L T E C Telex: 910-240-6663
INTERNATIONAL Telefax: (609) 424-1710
October 16, 1995
Nuclear Regulatory Commission
Office of Inspection and Enforcement
475 Allendale Road
King of Prussia, Pennsylvania 19406 NOV 16 1995
Subject: 10CFR21 Notification
Gentlemen:
We herein enclose internal memorandums issued by Dr. Alan Soler,
Executive Vice President, and Dr. James Bosnik, Principal Engineer.
These memorandums document discrepant results obtained during nonlinear
transient analyses using the finite element code ANSYS, versions 5.0A and
5.1. Please be advised that two distinct problems have been identified:
1. Disparate results for calculated displacements are obtained
depending on the computer employed (described in attached memorandum
from A. Soler to V. Gupta).
2. Disparate results for forces and displacements are obtained
depending upon the technique employed to launch the analysis runs
(described in attached memorandum from J. Bosnik to V. Gupta).
The magnitude of the discrepancies in both cases is considered
significant and should not occur. The originator of the finite element
code, ANSYS Inc., has been advised of these disparities and has stated
that the matter is under investigation. It is indefinite whether ANSYS
plans to issue a general notice regarding this issue.
The differences documented in this notification have no affect with
respect to safety-related equipment or services previously supplied to
licensees by Holtec International.
Sincerely,
* Received response from ANSYS Inc. dated 10/18/95.
This letter, and A. Soler's
counterresponse, is
attached.
V. Gupta 10/23/95
Vik Gupta,
Quality Assurance Manager
H O L T E C
INTERNATIONAL
MEMORANDUM
TO: Vik Gupta, Quality Assurance Manager
FROM: Alan Soler, Executive Vice President
RE: Non-Linear Time History Analysis
DATE: October 12, 1995
1. In the process of performing a non-linear transient analysis using
ANSYS 5.0A, using the recommended default values for convergence,
solution methodology, two distinct sets of displacement results
occurred, depending on the computer used. Rerunning the problem
using ANSYS 5.1 produced a third set of results. Attachment A,
which was sent to ANSYS, Inc., outlines the problem.
2. ANSYS will issue an answer to us shortly which claims roundoff error
as the problem. I am, however, not convinced and believe that the
problem may lie with the default iteration scheme used. If
different computers were truly the answer, then all systems would
give different results.
3. In our application, forces were insensitive to the solution so that
the analysis results could be used. However, in a problem where
displacements are important, then the lack of convergence is a
problem.
4. Please issue a 10CFR21 notice.
Alan Soler
Executive Vice President
AS:mp
Document ID: 40254AW
2060 Fairfax Avenue, Cherry Hill, NJ 08003-1666
Telephone: (609) 424-0999
H O L T E C Telex: 910-240-6663
INTERNATIONAL Telefax: (609) 424-1710
August 4, 1995
QA Manager, SASI
Swanson Analysis Systems, Inc.
P.O. Box 65
Houston, PA 15324-9909
Dear Sir,
The attached information concerns a problem we are having with ANSYS
which gives two distinct sets of answers on DOS platforms and a third set
under Windows NT. We need to know whether we have simply a convergence
problem (and that all solutions would be the same on all platforms if we
reduce tolerances to the minim:n-rn) or whether there is a more
fundamental problem.
Sincerely,
Alan I. Soler
Exercutive Vice President
AIS:mp
Attachment
Document ID: 40254AP
QA NOTIFICATION TO SASI H-40254
To: QA Manager, SASI
From Dr. Alan L Soler, Executive Vice President, Holtec International
Subject: Inconsistent ANSYS results on a Nuclear Safety Related Analysis
Date:August 4, 1995
By this letter, we are informing you of a possible problem with ANSYS
dealing with the transient analysis of a structure involving
substructuring, linear, and non-linear elements. The problem we are
having involves the use of a substructure generation pass, a time history
analysis using seismic acceleration files input as a gravity vector at
each step in the 20 sec. solution, and a subsequent post-processing to
find maximum displacements, and spring forces. Attachment 1 is a listing
of the generation pass and the use pass which contains both the solve
block and the post block. Also enclosed is a disc containing the script
files, the input seismic loadings, and certain macros called during the
post processing.
The problem encountered is that the script has been tried on 5 different
commuters at two different locations using ANSYS 5.0A and 5.0A-95 under
DOS and results in two distinct sets of answers on the 5 platforms. In
addition, the problem has been run on ANSYS5.1 on one of the computers
and gives a third set of results.
Mallet Technology in Malvern Pa. is attempting to run the problem on
their UNIX workstation but I do not yet have any results from them.
We believe that we need your review of our results to ascertain whether
there is a real problem or simply a problem with our script file that is
causing a loss of control on different DOS platforms. I believe the
differences in results are too far apart to be attributable to round off
error in the individual CPU's. We are enclosing summaries of the
different results along with the characteristics of the computers
involved.
COMPUTERS AT HOLTEC - all pentium's with "good" chip
pentium-1
90 MHZ, 64MB ram, 2GB SCSI Hard Drive, no disk compression, running DOS
6.22, or Windows NT 3.5 (workstation)
pentium-2
90 MHZ, 32MB ram, 1GB IDE Hard Drive, no disk compression, MSDOS 6.22
pentium-3
90 MHZ, 16MB ram, 540 IDE Hard Drive, Stacker 4.0 disk compression, DOS
6.22
August 4, 1995 1
QA NOTIFICATION TO SASI H-40254
COMPUTERS AT AEC, San Francisco (3rd party independent reviewer)
pentium 100 (2 different chips gave same result)
100 MHZ, 64MB ram, ? Hard Drive, other features unknown
486 machine of unknown vintage and components
For your information, I am enclosing the autoexec.bat and config.sys
files from the Holtec computers along with the summary page created by
the script after the postprocessing operations. Please note that the
script file uses a tolerance of .005 on the force only but this tolerance
has been used consistently on ad platforms. Also note that the solutions
on the same computer 5.0A95 and 5.1 are not in reasonable agreement We
have rerun the scripts using the default tolerances of .001 on force and
moment and notice some differences in the results but the platform
differences still remain. I would expect that even if the tolerance
setting was not small enough, there should still be a consistent solution
across platforms.
Since this project is safety related and falls within the purview of
10CFR21, we need your help in resolving this issue.
August 4, 1995 2
Winco rack analysis, 6x5x10, transient, use pass, full, MU=0.8 (th3).
File \\jrb-66\c-drive\winco\rack\rac1use.sum.
Maximum vertical load in any single pedestal: 55952.0425 lb.
Maximum total vertical pedestal load: 111457.107 lb.
Maximum shear load in any single pedestal: 44078.667 lb.
Maximum fuel-box contact load at any one location: 4981-69403 lb.
Maximum rack/rack vertical intertie load at any one location:
54532.7439 lb.
Maximum rack/rack horizontal intertie load at any one location:
4176.09255 lb.
Maximum corner x-displacement, top plate: 0.470916033 in.
Maximum corner x-displacement, baseplate: 0.285784018 in.
Maximum corner y-displacement, top plate: 0.629147025 in.
Maximum corner y-displacement, baseplate: 0.338490697 in.
Pedestal stress factor r1: 9.531621629E-02.
Pedestal stress factor r2: 0.11047849.
Pedestal stress factor r3: 0.136828741.
Pedestal stress factor r4: 0.152901297.
Pedestal stress factor r5: 0.223969783.
Pedestal stress factor r6: 0.225287353.
Corresponding rip = 9.38618944E-02, r2p = 0.11047849, r3p =
3.023009224E-02, r4p - 0.152901297.
Pedestal stress factor r7: 9.88653008E-02.
Winco rack analysis, 6x5x10, transient, exp pass, full, mu=0.8 (th3).
File \\jrb-66\c-drive\winco\rack\rac1exp.sum.
/OUTPUT FILE= rac1exp.lst
Box stress factor r1: 0.434341914 (elem = 240, lstep = 149, node = 1).
Box stress factor r2: 1.654037667E-02 (elem = 216, 756, node = 1).
Box stress factor r3: 0.266888685 (elem = 240, lstep = 604, node = 2).
Box stress factor r4: 0.281520977 (elem = 216, lstep = 756, node = 2).
Box stress factor r5: 0.632717929 (elem = 240, lstep = 149, node = 1).
Box stress factor r6: 0.726763171 (elem = 240, lstep = 757, node = 2).
Box stress factor r7: 1.511570275E-02 (elem = 240, lstep = 604, node =
1):
Maximum axial stress in cross-bracing: 21116.8328 (elem = 427, lstep =
636, node = 1).
*DO LOOP ON PARAMETER= IJK FROM 1.0000 TO 30.000 BY 1.0000
Element 211 (top plate) weld factor: 0.239587619.
*ENDDO INDEX= IJK
Element 216 (top plate) weld stress factor: 0.274100152.
Element 217 (top plate) weld stress factor: 0.227870332.
Element 218 (top plate) weld stress factor: 2.449996732E-02.
Element 219 (top plate) weld stress factor: 3.036511304E-02.
Element 220 (top plate) weld stress factor: 2.799095942E-02.
Element 221 (top plate) weld stress factor: 2.316616858E-02.
Element 222 (top plate) weld stress factor: 0.2489655.
Element 223 (top plate) weld stress factor: 0.185316081.
Element 224 (top plate) weld stress factor: 3.124990964E-02.
Element 225 (top plate) weld stress factor: 2.975341719E-02.
Element 226 (top plate) weld stress factor: 2.394640208E-02.
Element 227 (top plate) weld stress factor: 2.099066315E-02.
Element 228 (top plate) weld stress factor: 0.218016762.
Element 229 (top plate) weld stress factor: 0.219761917.
Element 230 (top plate) weld stress factor: 2.571485935E-02.
Element 231 (top plate) weld stress factor: 3.005403619E-02.
Winco rack analysis, 6x5x10, transient, use pass, full, mu=0.8 (th3).
File \\jrb-66\c-drive\winco\rack\rac1use-sum.
Maximum vertical load in any single pedestal: 53042.1672 lb.
Maximum total vertical pedestal load: 111389.239 lb.
Maximum shear load in any single pedestal:39960.046 lb.
Maximum fuel-box contact load at any one location: 4373.12154 lb.
Maximum rack/rack vertical intertie load at any one location:
54532.7439 lb.
Maximum rack/rack horizontal intertie load at any one location:
3765.4236 lb.
Maximum corner x-displacement, top plate: 0.188436313 in.
Maximum corner x-displacement, baseplate: 4.021895771E-02 in.
Maximum corner y-displacement, top plate: 0.408960187 in.
Maximum corner y-displacement, baseplate: 0.19487087 in.
Pedestal stress factor r1: 9.035914428E-02.
Pedestal stress factor r2: 9.113358987E-02.
Pedestal stress factor r3: 0.126141079.
Pedestal stress factor r4: 0.126128119.
Pedestal stress factor r5: 0.203041265.
Pedestal stress factor r6: 0.204236961.
Corresponding r1p = 8.509162978E-02, r2p = 6.845012825E-02, r3p =
0.101375541, r4p = 9.473439946E-02.
Pedestal stress factor r7: 9.114295418E-02.
rac1use.sum
Winco rack analysis, 6x5x10, transient, use pass, full, mu=0.8 (th3).
File \\jrb-66\c-drive\winco\rack\rac1use.sum.
Maximum vertical load in any single pedestal: 51223.4354 lb.
Maximum total vertical pedestal load: 111482.836 lb.
Maximum shear load in any single pedestal: 39977.5779 lb.
Maximum fuel-box contact load at any one location: 11768.5629 lb.
Maximum rack/rack vertical intertie load at any one location:
48930.2236 lb.
Maximum rack/rack horizontal intertie load at any one location:
3478.63585 lb.
Maximum corner x-displacement, top plate: .251264165 in.
Maximum corner x-displacement, baseplate: .120556722 in.
Maximum corner y-displacement, top plate: .382567581 in.
Maximum corner y-displacement, baseplate: .138739342 in.
Pedestal stress factor r1: 8.726087255E-02.
Pedestal stress factor r2: 9.111082452E-02.
Pedestal stress factor r3: .118681005.
Pedestal stress factor r4: .126096612.
Pedestal stress factor r5: .203130352.
Pedestal stress factor r6: .204326567.
Corresponding r1p = 8.512896262E-02, r2p = 5.313108243-02, r3p =
.117734471, r4p = 7.353296941E-02.
Pedestal stress factor r7: 8.575269414E-02.
Page (illegible)
c:\qemm\loadhi /r:1 c:\mouse\mscmouse /a5
path c:\;c:\dos;c:\qemm;c:\emrcnissa;c:\ansys50a\bin;c:\lantasti;
c:\nu;c:\wp51
smartdrv
SET SYMANTEC=C:\SYMANTEC
SET NU-C:\DOS
SET TEMP=C:DOS
SET NISA=C:\EMRCNISA
c:\qemm\loadhi /r:1 c:\dos\doskey.com
c:\nu\image c:
device=c:\qemm\dosdata.sys
device=c:\qemm\qemm386.sys ram be:n r:3 x=ec00-ecff x=f400-f4ff
device=c:\qemm\dos-up.sys @c:\qemm\dos-up.dat
dos=high.umb
files=100
buffers=50
lastdrive=e
shell=c:\qemm\loadhi.com /r:2 c:\command.com c:\ /p
C:\WINDOWS\SMARTDRV.EXE
@REM THE CHECK LINE BELOW PROVIDES ADDITIONAL SAFETY FOR STACKER
DRIVES.
@REM PLEASE DO NOT REMOVE IT.
@REM C:\STACKER\CHECK /WP
PATH C:\WINDOWS;C:\QEMM;C:\;C:\DOS;C:\WP51\;C:\NU;C:\STACKER;
c:\dyna2d;c:\lanta:
call C:\LANTASTI\STARTNET.BAT
C:\CDROMDRV\MSCDEX.EXE /V /E /D:CDROM001 /M:15
REM C:\DOS\SMARTDRV.EXE 2048
PROMPT $p$g
set mouse=C:\MOUSE
C:\MOUSE\mouse.EXE /Q
SET TEMP=C:\DOS
c:\dos\doskeyREM DEVICE=C:\DOS\SETVER.EXE
DEVICE=C:\QEMM\QEMM386.SYS RAM
rem device=c:\dos\himem.sys
DOS=HIGH
FILES=100
BUFFERS=30
SHELL=C:\DOS\COMMAND.COM C:\DOS\ /E:512 /P
DEVICE=C:\CDROMDRV\GSPDX.SYS /D:CDROM001 /P:310 /N:1
LASTDRIVE=g
[COMMON]
DEVICE=C:\WINDOWS\MOUSE.SYS /Y
DEVICE=C:\WINDOWS\SMARTDRV.EXE /DOUBLE_BUFFER
STACKS=9,256
c:\windows\vqautil\clmode t6=0 t8=1 t1=2 t2=0
@REM THE CHECK LINE BELOW PROVIDES ADDITIONAL SAFETY FOR STACKER
DRIVES.
@REM PLEASE DO NOT REMOVE IT.
(Illegible):\STACKER\CHECK /WP
(Illegible):\qemm\loadhi /r:2 C:\SMARTDRV.EXE /L /X
c:\qemm\loadhi /r:3 c:\qemm\files +50
c:\qemm\loadhi /r:1 c:\dos\share.exe /1:65
c:\qemm\loadhi c:\qemm\buffers +15
c:\qemm\loadhi c:qemm\lastdriv +2
PROMPT $P$G
PATH C:\WINDOWS;C:\;C:\QEMM;C:\DOS;C:\LANTASTI;C:\LANTASTI.NET;C:\WP51\;
path=%path%;c:\f77515\bin;c:\xtgold;c:\norton
SET TEMP=C:\TEMP
SET TMP=C:\
SET SYMANTEC=C:\SYMANTEC
set NU=c:\NORTON
rem date
rem C:\NORTON\NDD c:/Q
rem C:\NORTON\IMAGE c:
rem C:\QEMM\LOADHI /R:3 C:\DOS\DOSKEY /INSERT
call C:\LANTASTI\STARTNET.BAT
c:\qemm\loadhi c:\mouse\mouse
date
call c:lantasti\laserwin.bat
SET LFDIR=C:\F77L5\BIN
SET INIT=C:\F77L5\BIN
SET LFDIR=C:\F77L5\BIN
SET LBCFG=C:\F77L5\BIN\LB.CFG
SET LBKEY=C:\F77L5\BIN\LB.KEY
SET LBMAC=C:\F77L5\BIN\LB.MAC
SET LBPST=C:\F77L5\BIN\LB.PST
SET LBLNG=C:\F77L5\BIN\LB.LNG
DEVICE=C:\QEMM\QEMM386.SYS RAM DBF:0
DEVICE=C\PLUGPLAY\DRIVERS\DOS\DWCFGMG.SYS /NOLOCK
DEVICE=c:qemm\loadhi.sys C:\QUICKCMD\CMD640X.SYS /A33 /L
FILES=15
BUFFERS=15,0
STACKS=9,256
SHELL=C:\DOS\COMMAND.COM /P /E:1024
LASTDRIVE=d
device=C:\STACKER\DPMS.EXE
device=c:\qemm\loadhi.sys C:\STACKER\STACHIGH.SYS
dos=high,umb
rem DEVICE=C:\SMARTDRV.EXE /DOUBLE_BUFFER
rem DEVICE=C:\IFSHLP.SYS
Winco rack analysis, 6x5x10, transient, use pass, full, mu=0.8 (th3).
File \\jrb-66\c-drive\winco\rack\rac1use.sum.
Maximum vertical load in any single pedestal: 52251.4672 lb.
Maximum total vertical pedestal load: 111523.6 lb.
Maximum shear load in any single pedestal: 38805.1286 lb.
Maximum fuel-box contact load at any one location: 11614.9373 lb.
Maximum rack/rack vertical intertie load at any one location:
52801.9823 lb.
Maximum rack/rack horizontal intertie load at any one location:
3843.42255 lb.
Maximum corner x-displacement, top plate: .206584866 in.
Maximum corner x-displacement, baseplate: 9.776364748E-02 in.
Maximum corner x-displacement, top plate: .400667815 in.
Maximum corner x-displacement. baseplate: .14144151 in.
Pedestal stress factor r1: 8.901215991E-02.
Pedestal stress factor r2: 9.732297694E-02.
Pedestal stress factor r3: .132169207.
Pedestal stress factor r4: .134694178.
Pedestal stress factor r5: .19717267.
Pedestal stress factor r6: .198334145.
Corresponding r1p = 8.263232835E-02, r2p = 9.732297694E-02, r3p =
1.965009542E-02, r4p = .134694178.
Pedestal stress factor r7: 9.549856499E-02.
Winco rack analysis, 6x5x10, transient, use pass, full, mu=0.8 (th3).
File \\jrb-66\c-drive\winco\rack\rac1use.sum.
Maximum vertical load in any single pedestal: 53194.6549 lb.
Maximum total vertical pedestal load: 111510.902 lb.
Maximum shear load in any single pedestal: 42319.7815 lb.
Maximum fuel-box contact load at any one location: 4262.67681 lb.
Maximum rack/rack vertical intertie load at any one location:
56250.5999 lb.
Maximum rack/rack horizontal intertie load at any one location:
4125.97222 lb.
Maximum corner x-displacement, top plate: 0.237648136 in.
Maximum corner x-displacement, baseplate: 8.166648269E-02 in.
Maximum corner x-displacement, top plate: 0.512978527 in.
Maximum corner x-displacement. baseplate: 0.274416501 in.
Pedestal stress factor r1: 9.061891233E-02.
Pedestal stress factor r2: 9.542331278E-02.
Pedestal stress factor r3: 0.146763177.
Pedestal stress factor r4: 0.132065059.
Pedestal stress factor r5: 0.215032084.
Pedestal stress factor r6: 0.216297638.
Corresponding r1p = 9.011649244E-02, r2p = 3.53207394E-02, r3p =
0.146763177, r4p = 4.888360505E-02.
Pedestal stress factor r7: 0.106043405.
Form "HOLTEC INTERNATIONAL CALCULATION SHEET" omitted.
! file \\jrb-66\c-drive\winco\rack\rac1gen.inp 11/16/94 14:28,mod2/95
! incorporates modifications discussed at client meeting of 05/26/94
! incorporates new top and middle plate models 09/30/94
! incorporates new cross-bracing model 11/10/94
! incorporates changes 2/27/95
/output,rac1gen,1st
/clear
/filnam,rac1gen
/title,winco rack analysis, 6x5x10, transient, gen pass, full
/units,bin
/prep7
! input parameters
bxnx=6 ! number of boxes in x-direction (bxnx <= 10)
bxny=5 ! number of boxes in y-direction (bxny <= 10)
bxtk=0.160 ! box thickness
bxht=219.5 ! box height
bxid=10.19 ! box interior dimension
bxpt=14.13 ! box pitch
tptk=0.25 ! top plate thickness
mptk=0.25 ! middle plate thickness
bptk=0.75 ! baseplate thickness
taaa=2.5000 ! top plate apron cross-sectional area
taiy=0.540 ! top plate apron iyy box section
taiz=4.667 ! top plate apron izz
taht=1.000 ! top plate apron effective height
maaa=1.9375 ! middle plate apron cross-sectional area
maiy=2.989 ! middle plate apron iyy
waiz=2.989 ! middle plate apron izz
maht=5.815 ! middle plate apron effective height
cbwd=3.0 ! cross-bracing width
cbtk=0.5 ! cross-bracing thickness
pdht=6.625 ! pedestal height (to center of baseplate)
ssem=28.14e6 ! stainless steel elastic modulus @ temp
ssnu=0.3 ! stainless steel poisson's ratio
ssmd=7.51e-4 ! stainless steel mass density
ssmd=ssmd*1.0862 ! ssmd * unmodeled mass adjustment factor
ssdr=0.0018 ! stainless steel damping ratio
fawt=800.0 ! fuel assembly weight
ofset=.5*bxid+bxtk+1.08 ! intertie offset abs value
ofset1=.5*bxpt
! computed parameters
gg=386.4 ! acceleration due to gravity
bxht2=bxht/2 ! 1/2 of box height
bxht4=bxht/4 ! 1/4 of box height
bxht8=bxht/8 ! 1/8 of box height
bxbt10=bxht/10 ! 1/10 of box height
bxod=bxid+2*bxtk ! box outer dimension
bxaa=bxod**2-bxid**2 ! box cross-sectional area
bxiy=(bxod**4-bxid**4)/12 ! box iyy
bxiz=(bxod**4-bxid**4)/12 ! box izz
cbaa=cbwd*cbtk ! cross-bracing cross-sectional area
cbiy=cbtk*cbwd**3/12 ! cross-bracing iyy
cbiz=cbwd*cbtk**3/12 ! cross-bracing izz
fgap=bxpt-bxod ! flux gap
ssee=ssem*(bxpt/fgap)**3 ! plate effective elastic modulus
geff=ssem*bxpt/fgap*(1/2.6) ! plate effective in plane shear
n101x=-(bxnx-1)*bxpt)/2 ! node location references
n101y=-(bxny-1)*bxpt)/2
n101z=pdht
nn1=100+bxnx ! node number references
nn2=101+10*(bxny-1)
nn3=nn1+10*(bxny-1)
parsav,scalar
! element types
et,1,beam4 ! elastic beam
et,2,shell63 ! elastic shell
et,3,mass21 ! point mass
et,10,beam4 ! offset extension
! real constants
r,1,bxaa,bxiz,bxiy,bxod,bxod ! boxes
r,2,tptk ! top plate
r,3,mptk ! middle plate
r,4,bptk ! baseplate
r,5,0,0,3*fawt/gg,0,0,0 ! vertical fhu mass
r,6,taaa,taiz,taiy,taht,taht ! top plate apron
r,7,maaa,maiz,maiy,maht,maht ! middle plate apron
r,8,cbaa,cbiz,cbiy,cbtk,cbwd ! cross-bracing
r,15,bxaa,bxiz,b)dy,bxod,bxod ! off-set elements
! material properties
mp,ex,1,ssem ! 240-304L stainless steel
mp,nuxy,1,ssnu
mp,dens,1,ssmd
mp,damp,1,ssdr
mp,ex,2,ssee ! plate effective material
mp,nuxy,2,ssnu
mp,dens,2,ssmd
mp,damp,2,ssdr
mp,gxy,2,geff
mp,ex,4,10*ssem ! offset properties
mp,nuxy,4,.3
mp,dens,4,ssmd
! node definitions
n,101,n101x,n101y,n101z
ngen,bxnx,1,101,101,1,bxpt,0,0
ngen,bxny,10,101,nn1,1,0,bxpt,0
ngen,3,100,101,nn3,1,0,0,bxht2
nsel,s,loc,z,nz(101)
ngen,2,2000,all,,,0,0,0
ngen,9,100,2101,2199, 1,0,0,bxht8
nsel,s,node,,2101,2999,1
nsel,r,loc,y,ny(101)
nsel,r,loc,x,nx(101)+1,nx(nn1)-1
nsel,r,loc,z,nz(101)+1,nz(301)+1
ndele,all
nsel,s,node,,2101,2999,1
nsel,r,loc,y,ny(nn2)
nsel,r,loc,x,nx(101)+1,nx(nn1)-1
nsel,r,loc,z,nz(101)+1,nz(301)+1
ndele,all
nsel,all
ngen,11,100,2102,nn1+1999, 1,0,0,bxht10
ngen,11,100,nn2+2001,nn3+1999, 1,0,0,bxht10
nsel,all
! added offset nodes start with 901
ngen,2,600,301,301,1,-ofset,+ofset1,0
ngen,2,600,nn1+200,nn1+200,1,ofset,ofset1,0
ngen,2,600,nn2+200,nn2+200,1,-ofset,-ofset1,0
ngen,2,600,nn3+200,nn3+200,1,ofset,-ofset1,0
ngen,2,601,301,301,1,ofset1,-ofset0
ngen,2,601,nn1+200,nn1+200,1,-ofset1,-ofset0
ngen,2,601,nn2+200,nn2+200,1,ofset1,ofset0
ngen,2,601,nn3+200,nn3+200,1,-ofset1,ofset,0
! element definitions
type,1 ! boxes
real,1
mat,1
e,2101,2201
egen,bxnx,1,all
egen,bxny,10,all
egen,8,100,all
nsel,s,loc,z,nz(2902)
esln,s,0
egen,3,100,all
nsel,all
type,2 ! top plate
real,2
mat,2
e,301,302,312,311
esel,s,real,,2
egen,bxnx-1,1,all
esel,s,real,,2
egen,bxny-1,10,all
type,2 ! middle plate
real,3
mat,2
e,201,,202,212,211
esel,s,real,,3
egen,bxnx-1,1,all
esel,s,real,,3
egen,bxny-1,10,all
type,2 ! baseplate
real,4
mat,1
e,101,102,112,111
esel,s,real,,4
egen,bxnx-1,1,all
esel,s,real,,4
egen,bxny-1,10,all
type,3 ! vertical fhu masses
real,5
e,101
*get,mxel,elem,,num,max
egen,bxnx,1,mxel
egen,bxny,10,mxel,mxel+bxnx-1
type, ! top plate apron
real,6
mat,1
e,301,302
esel,s,real,6
egen,bxnx-1,1,all
esel,s,real,,6
egen,2,10*(bxny-1),all
e,301,311
*get,mxel,elem,num,max
egen,bxny-1,10,mxel
egen,2,bxnx-1,mxel,mxel+bxny-2
type,1 ! middle plate apron
real,7
mat,1
e,201,202
esel,s,real,7
egen,bxnx-1,1,all
esel,s,real,7
egen,2,10*(bxny-1),all
e-201,211
*get,mxel,elem,num,max
egen,bxny-1,10,mxel
egen,2,bxnx-1,mxel,mxel+bxny-2
type,1 ! cross-bracing
real,8
mat,1
e,2101,2202,2102
*get,mxel,elem,num,max
egen,bxnx-2,101,mxel
e,nn1-1+2400,nn1+2400,nn1+2300
e,nn1+2000,nn1-1+2100,nn1-1+2000
*get,mxel,elem,num,max
egen,bxnx-2,99,mxel
e,2502,2501,2401
e,2501,2702,2602
e,2702,2803,2703
get,mxel,elem,num,max
egen,bxnx-3,101,mxel
e,nn1-1+2900,nn1+2800,nn1+2700
e,nn1+2400,nn1-1+2600,nn1-1+2500
e,nn1-1+2600,nn1-2+2700,nn1-2+2600
*get,mxel,elem,num,max
egen,bxnx-3,99,mxel
e,3002,2901,2801
esel,s,reg,8
egen,2,(bxny-1)*10,all
esel,none
e,2101,2211,2111
*get,mxel,elem,,num,max
egen,bxny-1,110,mxel
e,nn2+2000,nn2-10+2100,nn2-10+2000
*get,mxel,elem,num,max
egen,bxny-1,90,mxel
egen,2,400,all
egen,2,bxnx-1,all
esel,all
! added offset elements 2/95
type,10
mad, 15
mat,4
e,301,901
e,311,901
e,321,901
e,301,902
e,302,902
e,303,902
e,nn1+200,nn1+800
e,nn1+210,nn1+800
e,nn1+220,nn1+800
e,nn1+200,nn1+801
e,nn1+199,nn1+801
e,nn1+198,nn1+801
e,nn2+200,nn2+800
e,nn2+190,nn2+800
e,nn2+180,nn2+800
e,nn2+200,nn2+801
e,nn2+201,nn2+801
e,nn2+202,nn2+801
e,nn3+200,nn3+800
e,nn3+190,nn3+800
e,nn3+180,nn3+800
e,nn3+200,nn3+801
e,nn3+199,nn3+801
e,nn3+198,nn3+801
nummrg,node
/output,rac1gen,afl
aflist
etlist,all
rlist,all
mplist,all
nlist,all
elist,all
/output,rac1gen,1st,,append
finish
/solution
antype,substr
seopt,rac1gen,3,0,0
nsel,s,node,,101,301,100 ! define mdofs
nsel,s,node,,nn1,nn1+200,100
nsel,s,node,,nn2,nn2+200,100
nsel,s,node,,nn3,nn3+200,100
nsel,s,node,,901,999,1 ! add 12 more offset nodes as dof
m,all,ux,,,uy,uz
nsel,all
m,node(0,0,pdht),uz
outpr,basic,last
save ! (required for expansion pass)
solve
finish
/show,rac1gen,grp ! produce plots
/vup,,z
/view,,-1,-1,1
/color,elem,whit
esel,s,type,,2
/color,elem,blac
esel,all
/pnum,node,1
esel,u,real,,5
esel,u,real,,6
esel,u,real,,7
esel,u,real,,8
/title,rac1gen nodes
eplot ! plot 1
esel,s,real,1
/pnum,node,0
/pnum,elem,1
/title,rac1gen beam elements - ports
eplot ! plot 2
esel,s,real,,2
esel,s,real,,3
esel,s,real,,4
/title,rac1gen plate elements
eplot ! plot 3
esel,s,real,,5
/title,rac1gen mass elements
eplot ! plot 4
esel,s,real,,6
esel,a,real,,7
/title,rac1gen beam elements - aprons
eplot ! plot 5
esel,s,real,,8
/title,rac1gen beam elements - cross-bracing
eplot ! plot 6
/show,term
/title,winco rack analysis, 6x5x10,transient, gen pass, full
esel,all
/output,term
! file \\jrb-66\c-drive\winco\rack\rac1use.inp 11/21/94 13-29
! incorporates modifications discussed at client meeting of 05/26/94
! incorporates use pass postprocessors 09/12/94
! incorporates revised rack/rack intertie model 11/21/94
! incorporates 2/95 modifications
/output,rac1use,1st
/clear
/menu,no
/filnam,rac1use
/title,winco rack analysis, 6x5x10, transient, use pass, full, mu=0.8
(th3)
/units,bin
/config,nres,2002
/config,nbuf,16
/config,szbio,32768
/config,ncont,100
/config,nvpag,48
/prep7
parres,new,rac1gen,par
! additional input parameters
pdod=9.0 ! pedestal outer diameter
pdid=5.5 ! pedestal inner diameter
pdag=50.85 ! pedestal effective cross-sectional area (see calc)
pdiy=626.4 ! pedestal effective iyy (see calc)
pdiz=626.4 ! pedestal effective izz (see calc)
pds1=2.5e6 ! pedestal normal stiffness (see calc)
pds2=2.5e7 ! pedestal sticking stiffness
faod=7.00 ! fhu outside dimension
plgf=0.8 ! pedestal/liner gap friction coefficient
wtmd=9.06e-5 ! water mass density
rwgp=5.5 ! rack/wall gaps
instv=7.00e6 ! rack/rack intertie stiffness, vertical mod 2/95
insth=4.03e6 ! rack/rack intertie stiffness, horizontal
nls=1995 ! number of transient load steps to be run
! additional computed parameters
pi=acos(-1) ! pi
pdor=pdod/2 ! pedestal outer radius
pdir=pdid/2 ! pedestal inner radius
pdaa=pi*(pdor**2-pdir**2) ! pedestal cross-sectional area (female
portion)
igap=(bxid-faod)/2 ! box/fhu initial gap
bxtt=bxnx*bxny ! total number of boxes
famt=5/6*fawt*bxtt/4/gg ! lumped fhu masses at top and bottom of
boxes
famm=4/3*fawt*bxtt/4/gg ! lumped fhu masses at middle of boxes
! element types
et,3,mass21 ! structural mass
et,4,contac52 ! contact
keyopt,4,7,1
et,5,fluid38 ! dynamic fluid coupling
keyopt,5,3,2
keyopt,5,6,3
et,6,matrix50 ! superelement
et,7,combin40 ! combination, x-displacement
keyopt,7,3,1
et,8,combin40 ! combination, y-displacement
keyopt,8,3,2
et,9,combin40 ! combination, z-displacement
keyopt9,3,3
et,11,combin14 ! spring-damper, x-displacement
keyopt,11,2,1
et,12,combin14 ! spring-damper, y-displacement
keyopt, 12,2,2
et,13,combin14 ! spring-damper, z-displacement
keyopt, 13,2,3
! real constants
r,6,famt,famt,0,0,0,0 ! horizontal fhu masses - top and bottom
r,7,famm,famm,0,0,0,0 ! horizontal fhu masses - middle
r,8,pds1,0,1,pds2 ! pedestal/liner gaps
cc=(faod+bxid)/2 ! box/fhu fluid couplings - top and bottom
hh=(bxid-faod)/2
mmh=2*wtmd*cc**3*bxht4/3/hh
mm1=wtmd*faod**2*bxht4
mm2=wtmd*bxid**2*bxht4
mmhc=mmh*bxtt/4
mm1c=mm1*bxtt/4
r,9,mm2c,mm1c,mmhc,mmhc
rr0=0.1 ! box/fhu gap stiffness (see roark, 6 ed, table 24, case
10a)
aa=bxid/2
rat1=-rr0/aa
ll17t1=(1-ssnu)*(1-rat1**4)/4
ll17t2=rat1**2*(1+(1+ssnu)*log(1/rat1))
ll17=(1-ll17t1-ll17t2)/4
ll11t1=4*rat1**2*(2+rat1**2)log(1/rat1)
ll11=(1+4*rat1**2-5*rat1**4-ll11t1)/64
dd=ssem*bxtk**3/12/(1-ssnu**2)
kk0=2*pi*dd/aa**2/(ll 17/(1+ssnu)-2*ll11)
! multiply by number of boxes involved
rrss=bxnx*bxny/4
kk1=rrss**kk0
r,10,0,0.0045*kk1,0,igap,0,kk1
mmh=2*wtmd*cc**3bxht2/3/hh ! box/fhu fluid couplings - middle
mm1=wtmd*faod**2*bxht2
mm2=wtmd*bxid**2*bxht2
mmhc=mmh*bxtt/4
mm1c=mm1*bxtt/4
mm2c=mm2*bxtt/4
r,11,mm2c,mm1c,mmhc,mmhc
bb=bxid+2*bxtk ! rack/ground fluid couplings - top and bottom
hh=(bxpt-bxod)/2
mm1=bxtt*wtmd*bb**2*bxht4
mm2=mm1*(1+2*hh/bb)
mmh=mm1*bb*(1+hh/bb)**2/2/hh
mm1c=mm1/4
mm2c=mm2/4
mmhc=mmh/4
r,12,mm2c,mm1c,mmhc,mmhc
mm1=bxtt*wtmd*bb**2*bxht2 ! rack/ground fluid couplings - middle
mm2=mm1(1+2*hh/bb)
mmh=mm1*bb*(1+hh/bb)**2/2/hh
mm1c=mm1/4
mm2c=mm2/4
mmhc=mmh/4
r,13,mm2c,mm1c,mmhc,mmhc
r,14,0,0-0045*pds1,0,-0.0001,0,1000 ! pedestal/liner dampers
r,16,instv ! rack/rack connections, vertical
r,17,insth ! rack/rack connections, horizontal
r,18,0,0.0045*1e6,0,rwgp,0,1000 ! rack/wall gaps
! material properties
mp,mu,3,plgf ! pedestal/liner gaps
! superelement definition
type,6
se,rac1gen
selist,rac1gen
! node definitions
nsel,u,node,,node(0,0,pdht)
ngen,2,1000,all,,,0,0,0
n,1,nx(101),ny(101),0
n,nn1-100,nx(nn1),ny(nn1),0
n,nn2-100,nx(nn2),ny(nn2),0
n,nn3-100,nx(nn3),ny(nn3),0
nsel,s,loc,z,nz(301)
nsel,r,node,,301,399
ngen,2,100,all,,,0,0,0
nsel,all
! element definitions
type,3 ! fhu masses - top and bottom (2-9)
real,6
e,1101
e,nn1+1000
e,nn2+1000
e,nn3+1000
esel.s,real,,6
egen,2,200,all
type,3 ! fhu masses - middle (10-13)
real,7
e,1201
e,nn1+1100
e,nn2+1100
e,nn3+1100
type,4 ! pedestal/liner gaps (14-17)
real,8
mat,3
e,1,101
e,nn1-100,nn1
e,nn2-100,nn2
e,nn3-100,nn3
type,9 ! pedestal/liner dampers (18-21)
real,14
e,1,101
e,nn1-100,nn1
e,nn2-100,nn2
e,nn3-100,nn3
type,7 ! box/fhu gaps, x-displacement (22-29)
real,10
e,101,1101
e,1101,101
e,nn1,nn1+1000
e,nn1+1000,nn1
e,nn2,nn2+1000
e,nn2+1000,nn2
e,nn3,nn3+1000
e,nn3+1000,nn3
type,8 ! box/fhu gaps, y-displacement (30-37)
real,10
e,101,1101
e,1101,101
e,nn1,nn1+1000
e,nn1+1000,nn1
e,nn2,nn2+1000
e,nn2+1000,nn2
e,nn3,nn3+1000
e,nn3+1000,nn3
esel,s,type,,7
esel,a,type,,8
egen,3,100,all ! (38-69)
type,5 ! box/fhu fluid couplings - top and bottom (70-73)
real,9
e,1101,101
e,nn1+1000,nn1
e,nn2+1000,nn2
e,nn3+1000,nn3
esel,s,real,,9
egen,2,200,all ! (74-77)
type,5 ! box/fhu fluid couplings - middle (78-81)
real, 11
e,1201,201
e,nn1+1100,nn1+100
e,nn2+1100,nn2+100
e,nn3+1100,nn3+100
type,5 ! rack/ground fluid couplings - top and bottom
(82-89)
real,12
e,101,1
e,nn1,nn1-100
e,nn2,nn2-100
e,nn3,nn3-100
e,301,1
e,nn1+200,nn1-100
e,nn2+200,nn2-100
e,nn3+200,nn3-100
type,5 ! rack/ground fluid couplings -
middle (90-93)
real,13
e,201,1
e,nn1+100,nn1-100
e,nn2+100,nn2-100
e,nn3+100,nn3-100
type,13 ! rack/rack interties, vertical (94-97)
real 16
e,901,nn1+800
e,nn2+800,nn3+800
e,902,nn2+801
e,nn1+801,nn3+801
type, 11 ! rack/rack interties, horizontal (98-101)
real 17
e,902,nn2+801
e,nn1+801,nn3+801
type,12
real,17
e,901,nn1+800
e,nn2+800,nn3+800
type,7 ! rack/wall gaps, x-displacement (102-105)
real,18
e,401,301
e,nn2+300,nn2+200
e,nn1+200,nn1+300
e,nn3+200,nn3+300
type,8 ! rack/wall gaps, y-displacement (106-109)
real,18
e,401,301
e,nn1+300,nn1+200
e,nn2+200,nn2+300
e,nn3+200,nn3+300
esel,all
/output,racluse,afl
aflist
etlist,all
rlist,all
mplist,all
nlist,all
elist,all
cplist,all
/output,racluse,1st,,append
finish
/solution
antype,trans
nsel,s,loc,z,0
nsel,a,node,,401,499
d,all,all,0
nsel,all
acel,0,0,386.4*0.879 ! gravity factored by buoyancy
/output,racluse,afl,,append
dlist,all
/output,racluse,1st,,append
trnopt,full ! full transient analysis
nropt,auto ! program-chosen newton-raphson option
ncnv,0,50 ! equilibrium iteration convergence controls
timint, off ! static load step
kbc, 1 ! stepped load application
nsubst,2
time,1.0e-6
outpr,basic,last
outres,all
solve
/output,term
*msg,info
> static equilibrium solution complete
/output,racluse,1st,append
timint,on ! dynamic load steps
deltim,0.0025,0.00001,0.005,on ! specify size of substeps
cnvtol,f,,0.005,,1
neqit,100
autots,on
*dim,inparr,,nls*2 ! process accel data
*dim,xyzarr,,nls,4
*vlen,nls*2
*vread,inparr(1),p2ew3,ans ! read and process x-accel data
(1x,f8.4,1x,f12.5)
*do,ii,1,nls,1
xyzarr(ii,1)=inparr(ii*2-1)
xyzarr(ii,2)=inparr(ii*2)
*enddo
vread,inparr(1),p2ns3,ans ! read and process y-accel data
(1xf8.4,1x,f12.5)
*do,ii,1,nls,1
*if,inparr(ii*2-1),ne,xyzarr(ii,1),then
/output,term
*msg,warn,ii
*****DATA ERROR ON TIME NUNBER %i Y-ACC FILE*****
/output,racluse,1st,append
*endif
xyzarr(ii,3)=inparr(ii*2)
*enddo
*vread,inparr(1),p2vt3,ans ! read and process z-accel data
(1x,f8.4,1x,f12.5)
*do,ii,1,nls,1
*if,inparr(ii*2-1),ne,xyzarr(ii,1),then
/output,term
*msg,warn,ii
*****DATA ERROR ON TIME NUMBER %i, Z-ACC FILE*****
/output,racluse,1st,,append
*endif
xyzarr(ii,4)=inparr(ii*2)
*enddo
/output,term
msg,info
>seismic data preprocessing complete
/output,tenn
outpr,all,none
outres,nsol,last
outres,rsol,last
outres,misc,last
*do,ii,1,nls,1 ! begin solution loop
kbc,0 ! ramped load application
time,xyzarr(ii,1)
acel,xyzarr(ii,2),xyzarr(ii,3),(xyzarr(ii,4)+386.4)*0.879
solve
*enddo
/output,racluse,xyz
*status,xyzarr,1,nls,1,4
/output,racluse,1st,,append
finish
save
/sys,del racluse.esa
/sys,del racluse.ema
/sys,del racluse.osa
/sys,del racluse.tri
! additional input parameters
nlp=1995 ! number of load steps to process
sy=25000 ! 3041 min yield strength @ 100 deg f
su=70000 ! 3041 min tensile strength @ 100 deg f
pdkk=2.0 ! pedestal length coefficient
pdll=7.25 ! pedestal unsupported length (max)
! additional computed parameters
pdry=sqrt(pdiy/pdaa) ! pedestal radius of gyration yy
pdrz=sqrt(pdiz/pdaa) ! pedestal radius of gyration zz
ft=0.6*sy ! allowable stress in tension
fv=0.4*sy ! allowable stress in shear
! cc=sqrt(2*pi**2*ssem/sy) ! pedestal allowable stress in compression
klrpdy=pdkk**pdll/pdry
klrpdz=pdkk*pdll/pdrz
! fapdn=(1.0-klrpdy**2/2/cc**2)*sy
! fapd1=5/3+3*klrpdy/8/cc
! fapd2=klrpdy**3/8/cc**3
! fapd=fapdn/(fapd1-fapd2)
! kl/r of pedestal < 120
fapd=sy*(.47-klrpdy/444)
fb=0.6*sy ! allowable stress in bending
cmy=0.85 ! pedestal allowable combined bending and compression
cmz--0.85
! feypd=12.0*pi**2*ssem/23-0/klrpdy**2
feypd=pi**2**ssem/(2.15*(klrpdy)**2)
fezpd=feypd
/post1
*dim,lststp,array,nlp
*do,lpv,1,nlp,1
set,lpv
*get,dummy,active,,set,sbst
lststp(lpv)=dummy
*enddo
/output,term
*msg,info
>last substep number processing complete
/output,racluse,1st,,append
finish
parsav,all
/post26
/xrange,0,20
/color,curve,whit
/show,racluse,,grp
/output,racluse,sum
*msg,info
winco rack analysis, 6x5x10, transient, use pass, full, mu=0.8 (th3)
*msg,info
file \\jrb-66\c-drive\winco\rack\racluse.sum
/output,term
*msg,info
>file header information complete
/output,racluse,1st,,append
! solution summary data
! solu,2,dtime,,tss
! solu,3,eqit,,nei
! solu,4,cnvg,,cvi
! solu,5,resfrq,,rfr
! plvar,2 ! plot 1
! plvar,3 ! plot 2
! plvar,4 ! plot 3
! plvar,5 ! plot 4
/output,term
*msg,info
>solution summary data complete
/output,racluse,1st,,append
! maximum vertical load in any single pedestal
esol,2,14,,smisc,1,pfx1
esol,3,15,,smisc,1,pfx2
esol,4,16,,smisc,1,pfx3
esol,5,17,smisc,1,pfx4
plvar,2 ! plot 5
plvar,3 ! plot 6
plvar,4 ! plot 7
plvar,5 ! plot 8
*get,pfx1mn,vari,2,extrem,vmin
*get,pfx2mn,vari,3,extrem,vmin
*get,pfx3mn,vari,4,extrem,vmin
*get,pfx4mn,vari,5,extrem,vmin
*use, mnof4,pfx1mn,pfx2mn,pfx3mn,pfx4mn
minn=abs(minn)
/output,racluse,sum,,append
*msg,info,minn
Maximum vertical load in any single pedestal: %g lb
/output,term
*msg,info
>maximum vertical load in any single pedestal complete
/output,racluse,1st,,append
! maximum total vertical pedestal load
add,6,2,3,,temp
add,2,4,5,6,pfxt
plvar,2 ! plot 9
*get,pfxtmn,vari,2,extrem,vmin
pfxtmn=abs(pfxtmn)
/output,racluse,sum,,append
*msg,info,pfxtmn
Maximum total vertical pedestal load: %g lb
/output,term
*msg,info
> maximum total vertical pedestal load complete
/output,racluse,1st,,append
! maximum shear load in any single pedestal
esol,2,14,,smisc,2,pfy1
esol,3,15,,smisc,2,pfy2
esol,4,16,,smisc,2,pfy3
esol,5,17,,smisc,2,pfy4
plvar,2 ! plot 10
plvar,3 ! plot 11
plvar,4 ! plot 12
plvar,5 ! plot 13
*get,pfy1mx,vari,2,extrem,vmax
*get,pfy2mx,vari,3,extrem,vmax
*get,pfy3mx,vari,4,extrem,vmax
*get,pfy4mx,vari,5,extrem,vmax
*use,mxof4,pfy1mx,pfy2mx,pfy3mx,pfy4mx
/output,racluse,sum,,append
*msg,info,maxx
Maximum shear load in any single pedestal: %g lb
/output,term
*msg,info
>maximum shear load in any single pedestal complete
/output,racluse,1st,append
! maximum fuel-box contact load at any one location, first eight
esol,2,22,,smisc,2,f22
esol,3,23,,smisc,2,f23
esol,4,24,,smisc,2,f24
esol,5,25,,smisc,2,f25
esol,6,26,,smisc,2,f26
esol,7,27,,smisc,2,f27
esol,8,28,,smisc,2,f28
esol,9,29,,smisc,2,f29
*get,f22mn,vari,2,extrem,vmin
*get,f23mn,vari,3,extrem,vmin
*get,f24mn,vari,4,extrem,vmin
*get,f25mn,vari,5,extrem,vmin
*get,f26mn,vari,6,extrem,vmin
*get,f27mn,vari,7,extrem,vmin
*get,f28mn,vari,8,extrem,vmin
*get,f29mn,vari,9,extrem,vmin
*use,mnof8,f22mn,f23mn,f24mn,f25mn,f26mn,f27mn,f28mn,f29mn
max1=abs(minn)
/output, term
*msg,info
> maximum fuel-box contact load at any one location, first eight complete
/output,racluse,1st,,append
! maximum fuel-box contact load at any one location, second eight
esol,2,30,,smisc,2,f30
esol,3,31,,smisc,2,f31
esol,4,32,,smisc,2,f32
esol,5,33,,smisc,2,f33
esol,6,34,,smisc,2,f34
esol,7,35,,smisc,2,f35
esol,8,36,,smisc,2,f36
esol,9,37,,smisc,2,f37
*get,f30mn,vari,2,extrem,vmin
*get,f31mn,vari,3,extrem,vmin
*get,f32mn,vari,4,extrem,vmin
*get,f33mn,vari,5,extrem,vmin
*get,f34mn,vari,6,extrem,vmin
*get,f35mn,vari,7,extrem,vmin
*get,f36mn,vari,8,extrem,vmin
*get,f37mn,vari,9,extrem,vmin
*use,mnof8,f30mn,f31mn,f32mn,f33mn,f34mn,f35mn,f36mn,f37mn
max2=abs(minn)
/output,term
*msg,info
> maximum fuel-box contact load at any one location, second eight
complete
/output,racluse,1st,,append
! maximum fuel-box contact load at any one location, third eight
esol,2,38,,smisc,2,f38
esol,3,39,,smisc,2,f39
esol,4,40,,smisc,2,f40
esol,5,41,,smisc,2,f41
esol,6,42,,smisc,2,f42
esol,7,43,,smisc,2,f43
esol,8,44,,smisc,2,f44
esol,9,45,,smisc,2,f45
plvar,6 ! plot 14
plvar,7 ! plot 15
plvar,8 ! plot 16
plvar,9 ! plot 17
*get,f38mn,vari,2,extrem,vmin
*get,f39mn,vari,3,extrem,vmin
*get,f40mn,vari,4,extrem,vmin
*get,f41mn,vari,5,extrem,vmin
*get,f42mn,vari,6,extrem,vmin
*get,f43mn,vari,7,extrem,vmin
*get,f44mn,vari,8,extrem,vmin
*get,f45mn,vari,9,extrem,vmin
use,mnof8,f38mn,f39mn,f4Omn,f41mn,f42mn,f43mn,f44mn,f45mn
max3=abs(minn)
/output,term
*msg,info
> maximum fuel-box contact load at any one location, third eight complete
/output,racluse,1st,,append
! maximum fuel-box contact load at any one location, fourth eight
esol,2,46,,smisc,2,f46
esol,3,47,,smisc,2,f47
esol,4,48,,smisc,2,f48
esol,5,49,,smisc,2,f49
esol,6,50,,smisc,2,f50
esol,7,51,,smisc,2,f51
esol,8,52,,smisc,2,f52
esol,9,53,,smisc,2,f53
*get,f46mn,vari,2,extrem,vmin
*get,f47mn,vari,3,extrem,vmin
*get,f48mn,vari,4,extrem,vmin
*get,f49mn,vari,5,extrem,vmin
*get,f50mn,vari,6,extrem,vmin
*get,f51mn,vari,7,extrem,vmin
*get,f52mn,vari,8,extrem,vmin
*get,f53mn,vari,9,extrem,vmin
*use,mnof8,f46mn,f47mn,f48mn,f49mn,f50mn,f51mn,f52mn,f53mn
max4=abs(minn)
/output,term
*msg,info
> maximum fuel-box contact load at any one location, fourth eight
complete
/output,racluse,1st,,append
! maximum fuel-box contact load at any one location, fifth eight
esol,2,54,,smisc,2,f54
esol,3,55,,smisc,2,f55
esol,4,56,,smisc,2,f56
esol,5,57,,smisc,2,f57
esol,6,58,,smisc,2,f58
esol,7,59,,smisc,2,f59
esol,8,60,,smisc,2,f60
esol,9,61,,smisc,2,f61
*get,f54mn,vari,2,extrem,vmin
*get,f55mn,vari,3,extrem,vmin
*get,f56mn,vari,4,extrem,vmin
*get,f57mn,vari,5,extrem,vmin
*get,f58mn,vari,6,extrem,vmin
*get,f59mn,vari,7,extrem,vmin
*get,f60mn,vari,8,extrem,vmin
*get,f61mn,vari,9,extrem,vmin
*use,mnof8,f54mn,f55mn,f56mn,f57mn,f58mn,f59mn,f60mn,f61mn
max5=abs(minn)
/output,term
*msg,info
> maximum fuel-box contact load at any one location, fifth eight complete
/output,racluse,1st,append
! maximum fuel-box contact load at any one location, sixth eight
esol,2,62,,smisc,2,f62
esol,3,63,,smisc,2,f63
esol,4,64,,smisc,2,f64
esol,5,65,,smisc,2,f65
esol,6,66,,smisc,2,f66
esol,7,67,,smisc,2,f67
esol,8,68,,smisc,2,f68
esol,9,69,,smisc,2,f69
*get,f62mn,vari,2,extrem,vmin
*get,f63mn,vari,3,extrem,vmin
*get,f64mn,vari,4,extrem,vmin
*get,f65mn,vari,5,extrem,vmin
*get,f66mn,vari,6,extrem,vmin
*get,f67mn,vari,7,extrem,vmin
*get,f68mn,vari,8,extrem,vmin
*get,f69mn,vari,9,extrem,vmin
*use,mnof8,f62mn,f63mn,f64mn,f65mn,f66mn,f67mn,f68mn,f69mn
max6=abs(minn)
/output,term
*msg,info
> maximum fuel-box contact load at any one location, sixth eight complete
/output,racluse,1st,,append
maxx=max1
*if,max2,gt,maxx,then
maxx=max2
*endif
*if,max3,gt,maxx,then
maxx=max3
*endif
*if,max4,gt,maxx,then
maxx=max4
*endif
*if,max5,gt,maxx,then
maxx=max5
*endif
*if,max6,gt,maxx,then
maxx=max6
*endif
maxx=maxx*4/bxnx/bxny ! max at any location in one box
/output,racluse,sum,,append
*msg,info,maxx
Maximum fuel-box contact load at any one location: %g lb
/output,term
*msg,info
> maximum fuel/box contact load at any one location complete
/output,racluse,1st,,append
! maximum rack/rack vertical intertie load at any one location
esol,2,94,,smisc,1,f94
esol,3,95,,smisc,1,f95
esol,4,96,,smisc,1,f96
esol,5,97,,smisc,1,f97
plvar,2 ! plot 22
plvar,3 ! plot 23
plvar,4 ! plot 24
plvar,5 ! plot 25
*get,f94mx,vari,2,extrem,vmax
*get,f95mx,vari,3,extrem,vmax
*get,f96mx,vari,4,extrem,vmax
*get,f97mx,vari,5,extrem,vmax
*use,mxof4,f94mx,f95mx,f96mx,f97mx
*get,f94mn,vari,2,extrem,vmin
*get,f95mn,vari,3,extrem,vmin
*get,f96mn,vari,4,extrem,vmin
*get,f97mn,vari,5,extrem,vmin
*use,mnof4,f94mn,f95mn,f96mn,f97mn
minn=abs(minn)
*if,minn,gt,maxx,then
maxx=minn
*endif
intmax=maxx
/output,racluse,sum,,append
*msg,info,maxx
Maximum rack/rack vertical intertie load at any one location: %g lb
/output,term
*msg,info
> maximum rack/rack intertie load at any one location complete
/output,racluse,1st,,append
! maximum rack/rack horizontal intertie load at any one location
esol,2,98,,smisc,1,f98
esol,3,99,,smisc,1,f99
esol,4,100,,smisc,1,f100
esol,5,101,,smisc,1,f101
plvar,2 ! plot 26
plvar,3 ! plot 27
plvar,4 ! plot 28
plvar,5 ! plot 29
*get,f98mx,vari,2,extrem,vmax
*get,f99mx,vari,3,extrem,vmax
*get,f100mx,vari,4,extrem,vmax
*get,f101mx,vari,5,extrem,vmax
*use,mxof4,f98mx,f99mx,f100mx,f101mx
*get,f98mn,vari,2,extrem,vmin
*get,f99mn,vari,3,extrem,vmin
*get,f100mn,vari,4,extrem,vmin
*get,f101mn,vari,5,extrem,vmin
*use,mnof4,f98mn,f99mn,f100mn,f101mn
minn=abs(minn)
*if,minn,gt,maxx,then
maxx--minn
*endif
intmax=maxx
/output,racluse,sum,,append
*msg,info,maxx
Maximum rack/rack horizontal intertie load at any one location: %g lb
/output,term
*msg,info
> maximum rack/rack intertie load at any one location complete
/output,racluse,1st,,append
! maximum corner x-displacements
nsol,2,101+200,u,x,n0tx
nsol,3,nn1+200,u,x,n1tx
nsol,4,nn2+200,u,x,n2tx
nsol,5,nn3+200,u,x,n3tx
nsol,6,101,u,x,n0bx
nsol,7,nn1,u,x,n1bx
nsol,8,nn2,u,x,n2bx
nsol,9,nn3,u,x,n3bx
plvar,2,6 ! plot 30
plvar,3,7 ! plot 31
plvar,4,8 ! plot 32
plvar,5,9 ! plot 33
*get,n0txmx,vari,2,extrem,vmax
*get,n1txmx,vari,3,extrem,vmax
*get,n2txmx,vari,4,extrem,vmax
*get,n3bxmx,vari,5,extrem,vmax
*get,n0bxmx,vari,6,extrem,vmax
*get,n1bxmx,vari,7,extrem,vmax
*get,n2bxmx,vari,8,extrem,vmax
*get,n3bxmx,vari,9,extrem,vmax
*get,n0txmn,vari,2,extrem,vmin
*get,n1txmn,vari,3,extrem,vmin
*get,n2txmn,vari,4,extrem,vmin
*get,n3txmn,vari,5,extrem,vmin
*get,n0bxmn,vari,6,extrem,vmin
*get,n1bxmn,vari,7,extrem,vmin
*get,n2bxmn,vari,8,extrem,vmin
*get,n3bxmn,vari,9,extrem,vmin
*use,mxof4,n0txmx,n1txmx,n2txmx,n3txmx
*use,mxof4,n0txmx,n1txmx,n2txmx,n3txmx
minn=abs(minn)
*if,minn,gt,maxx,then
maxx=minn
*endif
/output,racluse,sum,,append
*msg,info,maxx
Maximum corner x-displacement, top plate: %g in
/output,term
*msg,info
> maximum comer x-displacement, top plate complete
/output,racluse,1st,,append
*use,mxof4,n0bxmx,n1bxmx,n2bxmx,n3bxmx
*use,mnof4,n0bxmn,n1bxmn,n2bxmn,n3bxmn
minn=abs(minn)
*if,minn,gt,maxx,then
maxx=minn
*endif
/output,racluse,sum,,append
*msg,info,maxx
Maximum corner x-displacement, baseplate: %g in
/output,term
*msg,info
> maximum comer x-displacement, baseplate complete
/output,racluse,1st,,append
! maximum corner y-displacements
nsol,2,101+200,u,y,n0ty
nsol,3,nn1+200,u,y,n1ty
nsol,4,nn2+200,u,y,n2ty
nsol,5,nn3+200,u,y,n3ty
nsol,6,101,u,y,n0by
nsol,7,nn1,u,y,n1by
nsol,8,nn2,u,y,n2by
nsol,9,nn3,u,y,n3by
plvar,2,6 ! plot 34
plvar,3,7 ! plot 35
plvar,4,8 ! plot 36
plvar,5,9 ! plot 37
*get,n0tymx,vari,2,extrem,vmax
*get,n1tymx,vari,3,extrem,vmax
*get,n2tymx,vari,4,extrem,vmax
*get,n3tymx,vari,5,extrem,vmax
*get,n0bymx,vari,6,extrem,vmax
*get,n1bymx,vari,7,extrem,vmax
*get,n2bymx,vari,8,extrem,vmax
*get,n3bymx,vari,9,extrem,vmax
*get,n0tymn,vari,2,extrem,vmin
*get,n1tymn,vari,3,extrem,vmin
*get,n2tymn,vari,4,extrem,vmin
*get,n3tymn,vari,5,extrem,vmin
*get,n0bymn,vari,6,extrem,vmin
*get,n1bymn,vari,7,extrem,vmin
*get,n2bymn,vari,8,extrem,vmin
*get,n3bymn,vari,9,extrem,vmin
*use,mxof4,n0tymx,n1tymx,n2tymx,n3tymx
*use,mnof4,n0tymn,n1tymn,n2tymn,n3tymn
minn=abs(minn
*if,minn,gt,maxx,then
maxx=minn
*endif
/output,racluse,sum,,append
msg,info,maxx
Maximum corner y-displacement, top plate: %g in
/output,term
*msg,info
> maximum corner y-displacement, top plate complete
/output,racluse,1st,,append
*use,mxof4,n0bymx,n1bymx,n2bymx,n3bymx
*use,mnof4,n0bymn,n1bymn,n2bymn,n3bymn
minn=abs(minn)
*if,minn,gt,maxx,then
maxx=minn
*endif
/output,racluse,sum,,append
*msg,info,maxx
Maximum corner y-displacement, baseplate: %g in
/output,term
*msg,info
> maximum corner y-displacement, baseplate complete
/output,racluse,1st,,append
/show,term
finish
/post1
r1p=0.0
r2p=0.0
r3p=0.0
r4p=0.0
r5p=0.0
r6p=0.0
r7p=0.0
esel,s,elem,,14,17,1
*do,cls,1,nlp,1
set,cls
etable,pfn,smisc,1
etable,pfs,smisc,2
etable,pan,nmisc,9
*get,p14fn,elem,14,etab,pfn
*get,p15fn,elem,15,etab,pfn
*get,p16fn,elem,16,etab,pfn
*get,p17fn,elem,17,etab,pfn
*get,p14fs,elem,14,etab,pfs
*get,p15fs,elem,15,etab,pfs
*get,p16fs,elem,16,etab,pfs
*get,p17fs,elem,17,etab,pfs
*get,p14an,elem,14,etab,pan
*get,p15an,elem,15,etab,pan
*get,p16an,elem,16,etab,pan
*get,p17an,elem,17,etab,pan
! start r1p
sd1=abs(p14fn)/pdag
sd2=abs(p15fn)/pdag
sd3=abs(p16fn)/pdag
sd4=abs(p17fn)/pdag
rc1=sd1/fapd
rc2=sd2/fapd
rc3=sd3/fapd
rc4=sd4/fapd
*use,mxof4,rc1,rc2,rc3,rc4
r1pcv=maxx
*if,maxx,gt,r1p,then
r1p=maxx
*endif
! start r2p
svy1=abs(p14fs*cos(p14an))/pdaa
svy2=abs(p15fs*cos(p15an))/pdaa
svy3=abs(p16fs*cos(p16an))/pdaa
svy4=abs(p17fs*cos(p17an))/pdaa
rc1=svy1/fv
rc2=svy2/fv
rc3=svy3/fv
rc4=svy4/fv
*use,mxof4,rc1,rc2,rc3,rc4
r2pcur=maxx
*if,maxx,gt,r2p,then
r2p=maxx
*endif
! start r3p (bending about y, stress along z)
sby1=abs(p14fs*sin(p14an))*pdll*pdor/pdiy
sby2=abs(p15fs*sin(p15an))*pdll*pdor/pdiy
sby3=abs(p16fs*sin(p16an))pdll*pdor/pdiy
sby4=abs(p17fs*sin(p17an))pdll*pdor/pdiy
rc 1=sby1/fb,
rc2=sby2/fb
rc3=sby3/fb
rc4=sby4/fb
use,mxof4,rc1,rc2,rc3,rc4
r3pcur=maxx
*if,maxx,gt,r3p,then
r3p=maxx
*endif
! start r4p (bending about z, stress along y)
sbz1=abs(p14fs*cos(p14an))*pdll*pdor/pdiz
sbz2=abs(p15fs*cos(p15an))*pdll*pdor/pdiz
sbz3=abs(p16fs*cos(p16an))*pdll*pdor/pdiz
sbz4=abs(p17fs*cos(p17an))*pdll*pdor/pdiz
rc1=sbz1/fb
rc2=sbz2/fb
rc3=sbz3/fb
rc4=sbz4/fb
*use,mxof4,rc1,rc2.rc3,rc4
r4pcur=maxx
*if,maxx,gt,r4p,then
r4p=maxx
*endif
!start r5p
*if,p14fn,lt,0.0,then
dy=1-sd1/feypd
dz=1-sd1/fezpd
trm1=sd1/fapd
trm2=cmy*sby1/dy/fb
trm3=cmz*sbzi/dz/fb
rc1=trm1+sqrt(trm2**2+trm2)
*else
rc1=0.0
*endif
*if,p15fn,lt,0.0,then
dy=1-sd2/feypd
dz=1-sd2/fezpd
trm1=sd2/fapd
trm2=cmy*sby2/dy/fb
trm3=cmz*sbz2/dz/fb
rc2=trm1+sqrt(trm2**2+trm3**2)
*else
rc2=0.0
*endif
*if,p16fn,lt,0.0,then
dy=1-sd3/feypd
dz=1-sd3/fezpd
trm1=sd3/fapd
trm2=cmy*sby3/dy/fb
trm3=cmz*sbz3/dz/fb
rc3=trm1+sqrt(trm2**2+trm3**2)
*else
rc3=0.0
*endif
*if,p17fn,lt,0.0,then
dy=1-sd3/feypd
dz=1-sd3/fezpd
trm1=sd3/fapd
trm2=cmy*sby4/dy/fb
trm3=cmz*sbz4/dz/fb
rc4=trm1+sqrt(trm2**2+trm3**2)
*else
rc4=0.0
*endif
*use,mxof4,rc1,rc2,rc3,rc4
*if,maxx,gt,r5p,then
r5p=maxx
*endif
! start r6p
rc1=sd1/ft+sqrt((sby1/fb)**2+(sbz1/fb)**2)
rc2=sd2/ft+sqrt((sby2/fb)**2+(sbz2/fb)**2)
rc3=sd3/ft+sqrt((sby3/fb)**2+(sbz3/fb)**2)
rc4=sd4/ft+sqrt((sby4/fb)**2+(sbz4/fb)**2)
*use,mxof4,rc1,rc2,rc3,rc4
*if,maxx,gt,r6p,then
r6p=maxx
r6pr1p=r1pcur
r6pr2p=r2pcur
r6pr3p=r3pcur
r6pr4p=r4pcur
*endif
! start r7p
svz1=abs(p14fs*sin(p14an))/pdaa
svz2=abs(p15fs*sin(p15an))/pdaa
svz3=abs(p16fs*sin(p16an))/pdaa
svz4=abs(p17fs*sin(p17an))/pdaa
rc1=svz1/fv
rc2=svz2/fv
rc3=svz3/fv
rc4=svz4/fv
*use,mxof4,rc1,rc2,rc3,rc4
*if,maxx,gt,r7p,then
r7p=maxx
*endif
/output,term
*msg,info,cls
load step %i processing complete
/output,racluse,1st,append
*enddo
/output,racluse,sum,,append
*msg,info,r1p
Pedestal stress factor r1: %g
*msg,info,r2p
Pedestal stress factor r2: %g
*msg,info,r3p
Pedestal stress factor r3: %g
*msg,info,r4p
Pedestal stress factor r4: %g
*msg,info,r5p
Pedestal stress factor r5: %g
*msg,info,r6p
Pedestal stress factor r6: %g
*msg,info,r6pr1p,r6pr2p,r6pr3p,r6pr4p
Corresponding r1p=%g, r2p = %g, r3p=%g r4p= %g
*msg,info,r7p
Pedestal stress factor r7: %g
/output,term
*msg,info
> all processing complete
/output,racluse,1st,append
esel,all
finish
/output,term
Handwritten, 2 page letter has been omitted.
Volume in drive A has no label
Volume Serial Number is 1058-16D1
Directory of A:\
RAO8USE INP 26,780 09-14-95 8:04a
RAO9USE INP 26,780 09-18-95 5:26p
RA10USE INP 26,797 09-21-95 8:17a
RA11USE INP 26,789 09-28-95 5:21p
ANS INP 83 10-13-95 4:28p
RAO2GEN INP 8,077 09-05-95 6:41p
P5EW1 ANS 48,000 09-06-94 4:35p
P5EW2 ANS 48,000 09-06-94 4:35p
P5EW3 ANS 48,000 09-06-94 4:36p
P5NS1 ANS 48,000 09-06-94 4:36p
P5NS2 ANS 48,000 09-06-94 4:36p
P5NS3 ANS 48,000 09-06-94 4:36p
PSVT1 ANS 48,000 09-06-94 4:37p
PSVT2 ANS 48,000 09-06-94 4:37p
PSVT3 ANS 48,000 09-06-94 4:37p
MNOF4 868 10-26-94 2:11p
MNOF8 1,900 10-26-94 2:13p
MXOF4 868 10-26-94 2:11p
MXOF8 1,900 10-26-94 2:14p
19 file(S) 552,842 bytes
900,096 bytes free
ANSYS
ANSYS, Inc.
201 Johnson Road Telephone 412.746.3304
Houston, PA 15342-1300 Facsimile 412.746.9494
October 18, 1995
Alan I. Soler
Executive Vice President
Holtec International
2060 Fairfax Avenue
Cherry Hill, NJ
Dear Mr. Soler:
Thank you for your letter dated August 4, 1995 concerning an ANSYS
analysis which gave you two distinct sets of answers for a problem run on
several different platforms. We appreciate input from our customers
concerning the performance of ANSYS.
Our Technical Support Group was able to reproduce the phenomena you
observed, obtaining different results with different computer systems.
The reasons for these differences lie with the precision differences
experienced with different computer systems coupled with the stability of
your problem.
These results are not typical for ANSYS analysis. But they are
acceptable for this case. The reasons for these differences lies in the
nature of the problem and the role which computer inaccuracies (or
machine accuracy) play in the solution of it. Factors which contribute to
this condition for your problem are:
No damping
Severe nonlinearities
Path dependent solution (e.g. friction)
Large number of small time steps
Automatic time stepping
Unconverged solutions (input included on NCNV command)
Of these, your damping condition and the use of unconverged solutions
contributes the most to producing the results you observed.
The stability of your problem can also be observed from your results
which you explained in your August 4th letter. "We have rerun the
scripts using the default tolerances of .001 on force and moment and
notice some differences in the results This would indicate that the
problem was not very stable.
Mr. Alan I. Soler
Holtec International
Page Two
October 18, 1995
During our evaluation, we added a small amount of damping to your
problem. We feel that it's addition is justifiable. The beta damping we
added represents only 1% of critical damping at 5 hertz. With the
addition of this small amount of damping and the use of fixed time steps,
the results were essentially the same for all computer systems.
Adding the LNSRCH command resulted in convergence of all load steps.
Thus, by eliminating the zero damping condition and the unconverged
solutions, the problem which you experienced is eliminated.
One final item which you should be aware of is the possible non-
conservative sampling technique which you used to analyze your results.
If you are looking for peak loads it is our recommendation that you
obtain solutions not only at the absolute peaks of your load steps but
also in areas around those peaks. Depending on the problem, we have
found that peak loads experienced by structures may lag or precede the
absolute peak load. If you have any other questions concerning this
issue, please do not hesitate in calling.
Sincerely,
ANSYS, Inc.
William Bryan
Quality Assurance Manager
cc: MSTI
M. Imgrund
2060 Fairfax Avenue, Cherry Hill, NJ 08003-1666
Telephone: (609) 424-0999
H O L T E C Telex: 910-240-6663
INTERNATIONAL Telefax: (609) 424-1710
October 23, 1995
Mr. William Bryan
Q.A. Manager
ANSYS, Inc.
201 Johnson Road
Houston, PA 15342-1300
Dear Mr. Bryan:
We are in receipt of your letter of October 18, 1995 concerning our ANSYS
problem. I have the following questions which need your consideration:
1. Our analysis did have beta damping of 4% of critical at 7HZ. This
damping was applied as follows:
a. In the generation pass, all elements having MAT, 1 or MAT, 2
had damping imposed by MP, DAMP, 1 or 2, .0018 (look at first
two pages of generation pass).
b. In the use pass, the non-linear gap elements had damping
associated with them thru the real constant designator
constants 10, 14, 18) (see pages 2, 3 of the use pass).
My question would be - since this is the maximum permitted by the
specification, is the addition of more really needed - also, did we
correctly impose the damping?
2. With regard to the NCNV command, we tracked iterations, and it
appeared to us that 50 iterations were never exceeded on any step.
Did you run a case with NCNV set to kick the system out of the
solution mode and indeed find that it was not converging.
3. With regards to automatic time stepping - is it good or bad? I would
think that it should not cause a problem if everything else works as
it should.
4. With regard to the LNSRCH, I feel it should be the default, since it
does seem to give a more stable result.
H O L T E C
INTERNATIONAL
Mr. William Bryan
ANSYS, Inc.
October 23, 1995
Page 2
5. With regard to "large number of small time steps", are we to
conclude that we should never use AUTOTS on a problem of this kind?
There are still some unanswered questions in my mind.
a. If you turn displacement convergence on and increase the number
of iterations in a step, is the problem cured?
b. Do we have the damping that we think we have?
c. What should the default mode of running this problem be?
Sincerely,
Alan I. Soler
Executive Vice President
AIS:mp
Document ID: AS124
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