ML20058P514
| ML20058P514 | |
| Person / Time | |
|---|---|
| Site: | 05200002 |
| Issue date: | 12/17/1993 |
| From: | Shembarger K Office of Nuclear Reactor Regulation |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 9312270167 | |
| Download: ML20058P514 (89) | |
Text
{{#Wiki_filter:_. . _ . _ _ _ _ - __ _ _ _ _ _ - - . _ _ ._ _ ._ _ -._ ..- _ . q TXSL O Y LO
.[pua 4 o g UNITED STATES 8 e NUCLEAR REGULATORY COMMISSION .
g E W ASHINGTON, D. C,20555
% / December 17, 1993 ;
Docket No. 52-002 i
?
APPLICANT: ABB-Combustion Engineering, Inc. (ABB-CE) PROJECT: CE System 80+
SUBJECT:
PUBLIC MEETING OF OCTOBER 6 AND 7, 1993, REGARDING THE BUCKLING hi CALCULATIONS FOR THE ABB-CE SYSTEM 80+ STEEL CONTAINMENT STRUCTURE On October 6 and 7,1993, a public meeting was held at the ABB-CE offices in i Windsor, Connecticut, between representatives of ABB-CE and its contractor, j Duke Engineering Services, Inc. (DESI), and the U.S. Nuclear Regulatory
- Commission (NRC) and its consultants from Ames National Laboratory. Enclo- .
1 sure 1 provides a list of attendees. j The purpose of the meeting was to discuss the details of buckling calculations for the System 80+ steel containment structure. Presentations were made by Ames staff regarding their evaluation of the' finite ; element computer software utilized, buckling evaluation, and response spectrum analysis of the System 80+ steel containment vessel (SCV). Presentations were !
' also made by ABB-CE to address the open items from the August 10 and 11,1993, i audit. This included a discussion of the methods of combining three- i dimensional earthquake effects, penetration bellows performance requirements, j material properties, assessment of the worst case seismic input, effect of the
=
i finite element model mesh refinement, evaluation of the effect of reduced j thickness in the bottom embedded region of the SCV, and service level A stress i analysis. ; As a result of the meeting, it was determined that Ames' independent analysis ! results were generally in agreement with the DESI results, and both showed ; that the buckling margin needed according to ASME Code, Section III, Divi- ' sion I, Subsection NE, Para. 3222 are met. It was also determined that ABB-CE has completed most of their analysis and addressed the staff concerns, but the ; results need to be incorporated into the CESSAR so that the staff may complete j their safety evaluation. j The staff also discussed and reviewed the status of all draft safety evalua-tion report and audit open items in the structural area and defined action ! items to close out the remaining open items. ] l l 9312270167 931217 i i i. PDR ADOCK 05200002 l A PDR 220033 EC FRE CENTER CDP v
, _-- .m. ,m , . , ,, ,.,.p.
, , m .. , ,.-...,,_r._____. ~ . , , _ . , _ . + . ,
a 1 December 17, 1993 The audit report is presented in Enclosure 2. Enclosures 3A and 3B were used by ABB-CE and Ames for their presentations at the audit. Enclosures 4A through 4F contain an updated status of the structural open items. O, M S' Tad Ni Kristine M. Shembarger, Project Manager Standardization Project Directorate Associate Directorate for Advanced Reactors ) and License Renewal l Office of Nuclear Reactor Regulation
Enclosures:
As stated j i cc w/ enclosures: { See next page : DISTRIBUTION w/ enclosures Docket File PDST R/F DCrutchfield GBagchi, 7H15 : PDR PShea KShembarger j DISTRIBUTION w/o enclosures. TMurley/FMaraglia,12G18 WTravers RBorchardt : RArchitzel MFranovich SMagruder TWambach l ACRS (11) DTerao, 7H15 SAli, 7H15 [ PM:PDST:ADAR PM: SC:PD T:ADAR , OFC: LA:PDE.:4DAR NAME: PShea ;M KShembarger TWam ach RAr hitzel i DATE: 12/j /j93 12/g/93 (MS 12//f/93 12/l(;/93 l t 0FFICIAL RECORD COPY: CE1006.KMS i I e J i a
. e i I
December 17, 1993 1 i The audit report is presented in Enclosure 2. Enclosures 3A and 3B were used by ABB-CE and Ames for their presentations at the audit. Enclosures 4A through 4F contain an updated status of the structural open items. l MIO h4 Kristine M. Shembarge $ ject Manager r, Pro I Standardization Project Directorate Associate Directorate for Advanced Reactors and License Renewal ; Office of Nuclear Reactor Regulation ;
Enclosures:
As stated l l CC w/ enclosures: See next page i l l l l
I f ABB-Combustion Engineering, Inc. Docket No. 52-002 cc: Mr. C. B. Brinkman, Acting Director Nuclear Systems Licensing ABB-Combustion Engineering, Inc. 1000 Prospect Hill Road i Windsor, Connecticut 06095-0500 Mr. C. B. Brinkman, Manager l Washington Nuclear Operations ABB-Combustion Engineering, Inc. ; 12300 Twinbrook Parkway, Suite 330 l Rockville, Maryland 20852 i Mr. Stan Ritterbusch ! Nuclear Systems Licensing ABB-Combustion Engineering, Inc. ; 1000 Prospect Hill Road l l Post Office Box 500 l Windror, Connecticut 06095-0500 ; 1 -
- Mr. Sterling Franks U.S. Department of Energy -
NE-42 i Washington, D.C. 20585 l l Mr. Steve Goldberg , i Budget Examiner ! 725 17th Street, N.W. Washington, D.C. 20503 Mr. Raymond Ng 1776 Eye Street, N.W. ! Suite 300 Washington, D.C. 20006 l Joseph R. Egan, Esquire l l Shaw, Pittman, Potts & Trowbridge i 2300 N Street, N.W. ! Washington, D.C. 20037-1128 l Mr. Regis A. Matzie, Vice President Nuclear Systems Development - ABB-Combustion Engineering, Inc. ' 1000 Prospect Hill Road i Post Office Box 500 Windsor, Connecticut 06095-0500 Mr. Victor G. Snell, Director Safety and Licensing ! AECL Technologies 9210 Corporate Boulevard Suite 410 Rockville, Maryland 20850 l
- - - - - - ~ . . ,-+i-- - r- . --, a 4- y-- t-- r "
i I ABB-CE SYSTEM 80+ l l BUCKLING CALCULATIONS FOR THE STEEL CONTAINMENT STRUCTURE i MEETING ATTENDEES : OCTOBER 6 AND 7, 1993 i Name Oraanization ! f i G. Bagchi NRC , D. Terao NRC l S. Ali NRC ! L. Greimann Ames l F. Fanous Ames l S. Safar Ames i S. Ritterbusch ABB-CE L. Gerdes ABB-CE . l D. Baisley ABB-CE ! J. Stevens ABB-CE ! T. Oswald DE&S l R. Keiser DE&S l t i I k i l i Enclosure 1
ENCLOSURE 2 SYSTEM 80+ STEEL CONTAINMENT VESSEL BUCKLING ANALYSIS MEETING OCTOBER 6- 7. 1993
- 1. INTRODUCTION The staff of the Civil Engineering and Geosciences Branch (ECGB) of U. S. Nuclear ,
Regulatory Commission (NRC) and its consultants from Ames National Laboratory met l with Asea-Brown Bovari-Combustion Engineering (ABB-CE) and its consultants from Duke Engineering Services, Inc. (DESI) to review and discuss the details of design analysis and buckling evaluation for the System 80+ steel containment Vessel (SCV) in accordance with ASME Code, Section III, Division 1, Subsection . NE, Para 3200. ! The main purpose of the meeting was to discuss and resolve issues raised in the August 10-11, 1993 audit regarding the System 80+ SCV design stress analysis and buckling evaluation. The status of the outstanding DSER and previous audit open items was also discussed and updated. The NRC audit team consisted of the Advanced Reactor Engineering Section of the l Civil and Geosciences Branch (ECGB) and its consultants from Ames National l Laboratory. Enclosure 2 is a list of attendees. Enclosures 3A and 3B were used < by ABB-CE/DESI and Ames for their presentations at the audit and Enclosure 4A through 4E is an updated status of the structural open items. l 2.0 AUDIT
SUMMARY
The entrance meeting and the audit started at 2:00 pm, October 6, 1993 and the exit meeting was held at 12:00 pm, October 7,1993. A summary of the agenda is as follows: October 6,1993 - SCV design and buckling analyses presentation by DESI and Ames. 1 October 7, 1993- Review and update of open items status, exit meeting. The audit meeting consisted of three parts. In the first part, ABB-CE/DESI addressed the SCV design and buckling analyses issues raised in the August 10-11, 1993 audit (Enclosure 3A). In the second part, Ames presented (Enclosure 3B) a summary of its Task 1 and 2 under NRC order No. 20-93-159, Fin L-2582. In the third part, the staff and ABB-CE updated the status of the DSER open structural items. Major issues addressed by ABB-CE/DESI in its presentation included methods of combining three-dimensional earthquake effects, penetration bellows performance ; requirements, SCV material properties, imperfection wavelength evaluation, I assessment of the worst case seismic input, methodology for applying the horizontal and vertical earthquake effects, effect of finite element model (FEM) mesh refinement, evaluation of the effect of reduced thickness in the bottom embedded region of the SCV, and service level A stress analysis. C:MUMUDmAUDIT.007 1 of 3 i
The Ames presentation included the summary of evaluation of B0SOR, ANSYS AND ABAQUS software, 3 dimensional (3-D) FEM of System 80+ SCV with penetrations, verification of the 3-D FEM under uniform radial pressure, imperfection sensitivity study. using 80SOR, ABAQUS modal frequency analysis of SCV FEM including penetrations, response spectrum analysis of the SCV with the horizontal earthquake directed along the axis of the equipment hatch, stress analysis of the SCV subjected to quasi-static inertia forces applied in the 100 %, 40 %, 40 % ratios, and the buckling evaluation of System 80+ SCV including the effect of concentrated masses at the equipment hatch and personnel airlock openings. Ames found that the load factor for buckling under level C loading is 2.404 which is slightly less than the safety factor of 2.5 required by NE 3222 but more than the safety factor of 1.67 required by Code Case N-284. The staff's findings are as follows: (1) Ames' independent analysis results were generally in agreement with the DESI results and both showed t' at the buckling margin needed according to I ASME Code, Section III, Division 1, Subsection NE, Para 3222 and or Code ; Case N-284 are met. (2) ABB-CE has completed most of their analyses and addressed the staff concerns but the results need to be incorporated into the CESSAR so that the staff may complete their safety evaluation. (3) ABB-CE/DESI provided the CESSAR markup for the 100 %, 40 %, 40 % rule for the combination of 3-D earthquake. However, ABB-CE needs to clarify that this rule is utilized only for static analysis and/or design and that the summation of the 3-D earthquake effects under this rule is an absolute sum. l (4) Ames analysis for System 80+ SCV subjected to quasi-static inertia forces indicated that hoop stresses are higher than the meridional stresses (page 30 - 32, Enclosure 3B). Ames needs to investigate this further and ; provide an explanation for this phenomenon. (5) The NRC staff needs to establish a position on the target power spectral density (PSD) for non-RG 1.60 response spectra. (6) ABB-CE needs to identify a COL item to address soil properties variation effect on the vertical soil-structure interaction analysis. (7) ABB-CE needs to add an Appendix or Subsection in the CESSAR to provide results of non-Nuclear Island structures seismic analyses. j (8) ABB-CE needs to incorporate material significant to safety ; evaluation presented in NRC meetings and audits into the CESSAR. ! (9) The status of the System 80+ structural open items is as given in l Enclosures 4A through 4E.
3.0 CONCLUSION
S C:\ALI\AUDrnAUDIT.007 2 of 3
Many issues important to safety identified in the DSER and previous design audits were discussed and many of them were resolved in this audit meeting. However, ABB-CE still needs to address the remaining issues identified in the DSER as well as the issues included in this audit report. It was agreed that follow-up meetings as indicated below will be held in order to resolve the remaining structural issues so that the staff may proceed with their safety evaluation in a timely manner: (1) Desigr. and analysis of other Category I structures at Stone & Webster Engineering Corporation offices on October 12-13, 1993. (2) Seismic fragility audit in Rockville, MD on October 19, 1993. (3) Nuclear Island design audit at Charlotte, NC on October 28-29, 1993. C:\ALi\ AUDIT \AUDrr.oo7 3 of 3
i ! 1 ! h l , . l ABB-CE SYSTEM 80+ P l of 17 f' i i i I EucLOS4tE 3A l i ) t 4
; ABB-CE SYSTEM 80+ STEEL CONTAINMENT VESSEL i
DESIGN ACTIVITIES ! t l i Windsor, Conn. October 6-7, 1993 SYSTEM 80+
EwCL SA: P. z AGENDA SYSTEM 80+ STEEL CONTAINMENT VESSEL BUCKLING ANALYSIS MEETING October 6-7 1993 Wednesday, Octcher 6, 1993, P.M. I AMES SCV Design and Buckling Analyses Presentation A. Subtask 1
- 1. Linear static analysis (check run).
- 2. Mode shapes (displacement, accelerations, stress resultants.
- 3. Methodology for applying the horizontal and vertical earthquake effects.
B. Subtask 2
- 1. Limit load analysis (D+T+P+E).
C. Other issues as required by NRC/AMES l i II ABB-CE/DESI SCV Design and Buckling Analyses Presentation i A. 100-40-40 Rule write-up. l B. Bellows performance requirements. C. Resolution of stress-strain diagram and yield stress. D. Imperfection wavelength evaluation. Thursday, October 7, 1993, A.M. l II ABB-CE/DESI SCV Design and Buckling Analyses Presentation ) (Cont.) l E. Assessment of worst case seismic soil case. F. Methodology for applying the horizontal and vertical earthquake effects. G. Mesh refinement. H. Evaluation of 1M" and 2" embedded thickness. I. Service Level A buckling analysis. e
s ABB-CE SYSTEM 80+ enci. s A : e2 ANALYSES PERFORMED SINCE LAST MEETING Service Level Analyses e Axisymmetric FEM
- Level A
- 1X"/2" Comparison
- 3-D FEM / Finer Mesh
- Design 4
- Test
- Level D ;
Stability e 3-D FEM / Finer Mesh e Service Level A e Service Level D e Imperfection Wavelength I
.. I
i CESSAR n!Ecan.= m a pg j i
- 1 l
l 3.7.2.5 Three Connonents of Earthanske Motion 3.7.2.6.1 Seismic Category I Structures, Systems, and Components other Than NSSS For the Nuclear Island the three statistically independent ' orthogonal components of earthquake motion (2 horizontal and 1 l i vertical) are applied to the structural models as separate ; loading cases. The models are analyzed using either the time-history or response spectrum method of dynamic analysis as appropriate. For time-history analysis, the total response is obtained by algebraically summing the response parameters in the ; time domain. For response spectrum analysis, the total response i of the structure due to the three input seismic motions is l mngr obtained by combining the directional responses using the square " M,2..i.hrootsumofthesquayes(SRSS) methy ; i For other Category I structures all three components of input j excitation are applied simultaneously. j 3.7.2.s.2 Nuclear steam supply system f The procedures for considering the effects of three components of earthquake motion in determining the seismic response of' NSSS . systems, components and supports are in accordance with l Regulatory Guide 1.92. They are discussed in Section ; 3.7.2.1.2.3. { 3.7.2.7 Combination of Modal Responses l 3.7.2.7.1 Seismic Category I Structures,. Systems, and j Components other Than NSSS The total seismic response of a structure to an input response , spectrum loading is obtained by combining the response of each !' individual mode of the structure in accordance with the requirements of Regulatory Guide 1.92. If the modes are not l closely spaced (i.e. no two consecutive modes have frequencies ! which differ from each other by 10 percent or less) then the > significant modes are combined usinct the square root sum of the ! squares (SRSS) of the correspond:.ng maximum values of the response of each element of the structure. This is expressed mathematically as: R= ( I ) k=1 Where R is the maximum response of a given element, Rg is the peak response of the element due to the K* mode, and N is the number of significant modes. If some of the modes are closely spaced the response of the individual modes is combined using the Ten Percent Method from Regulatory Guide 1.92. This can be expressed as: Amendment R h_ . _ . _ - JPVlPL.JYb A093 . _ _ _ - _ _
EHtL SA : P5 Insert 3.7.2.6.1
...or the 100-40-40 Percent Rule proposed by Newmark in Reference
- 14. The 100-40-40 Percent Rule is based on the observation that the u.aximum increase in the resultant for two orthogonal forces occurs when these forces are equal. The maximum value is 1.4 times one component. All possible combinations of the three orthogonal responses response parameters are considered. The 100-40-40 combination is expressed mathematically as:
R=(1.0Rx + 0.4Ry+ 0 . 4 R,) or, R=(0.4Rx + 1.OR y+ 0 . 4 R,) or, R= ( 0 . 4 R, + 0 . 4 Ry + 1. OR,) The 100-40-40 Percent Rule may also be applied for combining responses in the same direction due to different components of , motion. In general, the 100-40-40 Percent Rule is more conservative than the SRSS method. Add Reference 14 to Section 3.7
- 14. Newmark, N.M., and Hall, W.J. (1978), Develo2T.gnt of Criteria for Seismic Review of Selected Nuclear Power Plants. NUREG/CR-0098, U.S. Nuclear Regulatory Commision.
I l l 1 l
r y SNC L. S h *: P. G ABB-CE SYSTEM 80+ L . . .. s Maximum Nodal Displacements ' Loading X Y Z Resultant (in.) (in.) (in.) (in.) Test 0.53 0.90 0.90 1.4 ] ~ 0.55 0.9 ~i Design 0.33 0.55 Level D +SSE 0.51 1.11 1.16 1.7 Level D -SSE 0.67 1.10 1.13 1.7 Level A Radial =2.2 Tang.=0 4 k SY_ S_ TEM _80_+
r enen.sA PT . . ABB-CE SYSTEM 80+ l a' M.- SPECIFICATION NO.: P815-1144.29-00-0001 ; DATE: March 24, 1978 Revision 4, July 15, 1982 ' Appendix A Page 2 TABLE 2 Piping Penetration Bellows Design Movements (inches)* Stress Cycle A Stress Cycle B Stress Cycle C Stress Cycle 0 Penetration (500 Cycles) (200 Cycles) (100 Cycles) (1/2 Cycle) l Tvoe Series Axial Lateral Axial Lateral Axial Lateral Axial Lateral Torsonia.' '
+3.36 +4.91 +3.39 +4.93 +9.75 +3.5 0.5*
I 1 +3.25 +3.5
-0.0 -3.5 -1.98 -4.91 -2.02 -4.93 -0.0 -3.5 l 2 +3.25 +4.85 +3.34 +6.23 +3.38 +6.25 +9.75 +4.85 0.4' l 0.0 -4.85 -1.90 -6.23 -1.94 -6.25 -0.0 -4.85 !
II 1,2,&3 +0.0 +0.13 +0.09 +1.51 +0.13 +1.53 N/A N/A N/A
-0.25 -0.13 -2.15 -1.51 -2.19 -1.53 N/A N/A N/A 1
1,2,&3 +0.0 +0.13 +0.05 +1.37 +0.08 +1.38 N/A N/A N/A III
-0.25 -0.13 -1.89 -1.37 -1.93 -1.38 N/A N/A N/A IV 1 +0.0 +0.06 +0.05 +1.30 +0.08 +1.31 N/A N/A N/A
-0.13 -0.06 -1.77 -1.30 -1.81 -1.31 N/A N/A N/A
+0.06 +0.11 +1.49 +0.15 +1.51 N/A N/A N/A 2&3 +0.0
-0.13 -0.06 -2.15 -1.49 -2.19 -1.51 N/A N/A N/A
+0.13 +0.84 +0.13 +0.84 N/A N/A N/A I 1,2,3, +0.13 +0.06 N/A
&4 -0.0 -0.06 -0.25 -0.84 -0.25 -0.84 N/A N/A
* (Lateral movements apply to any axis perpendicular to the axial axis Positive (+) axial movements denote bellow expansion Negative (-) axial movements denote bellow contraction See Figure 1 also) l I
l l SYSTEM 80+ j
ABB-CE SYSTEM 80+ t SPECIFICATION NO.: P815-1144.29-00-0001 DATE: March 24, 1978 Revision 4, July 15, 1982 , Appendix A Page 1 TABLE 1 PIPING PENETRATIONS PRES 5URE/ TEMPERATURE , DESIGN COM011 IONS SUPMARY Process Guard Design Design Lowest Service Type Description Pipe Material Pipe Material Pressure Temp. Metal Temperature I Series 1 Floating, Main Steam CS C5 1270 psig 575'F 50* Series 2 Fic: ting, Feedveter CS C5 1500 psig 575'F 50* II Series 1 tasard Pipe (non-radial) 55 C5 1500 psig 575'F 50* l Series 2 55 C5 1270 psig 575'F 50* Series 3 55 C5 1270 psig 575'F 50* III series 1 Guard Pipe (radial) 55 C5 2500 psig 650*F 50' Series 2 55 C5 2500 psig 650*F 50* Series 3 55 C5 2500 psig 650*F 50* l IV Series 1 Moderate Energy C5 or 55 N/A -- -- 50* Series 2 C5 or 55 N/A -- -- 50* Series 3 C5 or 55 N/A -- fe' V Small C5 or 55 N/A 2500 psig 650*F 50* 4 VI P Series 1 Subsphere 55 C5 2750 psig 550*F $0* l' Series 2 55 C5 435 psia 400*F 50* w Series 3 55 C5 100 psig 350*F 50' y Serles 4 C5 or 55 N/A 435 psig 280*F 50* ,, N/A 46.75 psig 280*F external 50* "O VII Fuel Transfer Tube M/A 50' (R8 Flanges and Stub) 16 psig 150*F Internal g ! end sleeve) i j i SYSTEM 80+
ENCL 3 A 9 3
! l i l 1 !! !. ! 1 !!!!!
sl lilli ,I s1 l i l l
,II!!!!I!! - - }II I ! !! - -
E o sans. gsss os a a es g sige g i S S 1 i 21 [lR H 5i Brig gBE 5 e5& B ! E g a a E 3 i _o g glg g i
! . jg'ggjoo;o,o o .
a 6 o ggg
. . . o agg
. . ul I ~B illiliti 1 81 111ll11 g; t
1 11
- :li
,g llll11 - -
11
, y t
l i llP!!ilpil - l I
...s.. . ........... !
, ! ;[ !!!!s!!!'!!! { j ! ! !! ! !! ! ! !!
e 1 / 1 m Rii 5 ! !! p w ._ _ _ _ 3, 3 ____ E he lg- 3 E pl,g_3 i l e ; n . . o .
; a .. .. . ;
$ f f l~
9 {m l ll3l al o al5ll~. : l all3Il!!$ i 5. !!! ! m i ***** ***** } 1 . k g f g I!!!!!!@!!! l .1 1 1
-ea 3 oe>an..gsss 3 ganigs.sg i 1 i 1
$} $ il
l i s . . ABB-CE SYSTEM 80+ *
- L- S A : P so f I l
l System 80+ Steel Containment Vessel Imoerfection Model Imperfections in the containment vessel stability analysis are modeled considering the forming and erection tolerances in the ASME Code, Subsection NE, Article NE-4221 and the size of the individual plates. The ASME Code fabrication tolerance is a maximum radial l imperfection with an amplitude of one thickness. This is measured i with a true circular template of the outside or inside radius. The ASME erection tolerance is plus or minus 1 percent of the nominal diameter at any cross section. This tolerance allows for global variations in the structure geometry which have less of an effect '
. on buckling than local imperfections.
The individual plates are fabricated with longitudinal dimensions 1 that are 12 to 20 feet near the base. The ASME code defines a ! local area for strars considerations in terms of (Rt)'5 R is the radius and t is the thickness. For the System 80+ Contairanent Vessel this is approximately 3.8 feet. Because of the number of 1 elements required to model the containmant this is a basis for selecting a minimum element length of approximately 4 feet. i Assuming one quarter of a wavelength for each element, the half i wavelength in 1 feet. A half wavelength value of 8 feet allows for two radial imperfections in each individual plate assuming a reasonable plate length of 16 feet. In other words, a full sine wave imperfection in each plate. The maximum amplitude allowed by the forming tolerance using a true circle template would be one thickness or 1.75 inches. The imperfection modeled in the System 80+ Steel Containment Vessel , for stability analyses is a sine wave imperfection with a ) wavelength of 16 feet and an amplitude of 1.75 inches. 1 l SYSTEM 80+
r h ABB-CE SYSTEM 80+ ""' ' ' A ' P " 1
/
4 i . i l A'EkI /M1PE%lCECT7CA) CLb lY19*ERFECncA)(rnbcELLCb)
\
i N N N*DN 's '. / ! \,
's s y Y [
~
S ~ l 1 N 6
/
'N I o I 2
\
N 8 lU l l A). s 1,75 e'4 W. s 1.'Is to 6'
. /' > is ' $ = s4.s t
l l l < I l
\ l j HEW IMPERFECfMM (McDEBEb) l j
i
/
l ~
+ .
~. -- top. g g' N *
- l'15 'h
'. 4 'r - i: 1. ne '
's
*r .' . ! is.se > r N
4
' r,ei l}
% u ,, -
V- "% SYSTEM 80+ 2
s l l ABB-CE SYSTEM 80+ E" 3 A P > 2 u .. E I t i l LEVEL D STALILITY LOAD FACTORS Half-wavelength Load Factor 8.7 ft. 2.70 i 17.4 ft. 2.74 A l i a SYSTEM 80+
4 j . . s l ABB-CE SYSTEM 80+ **' 'A: P \3 i i t, i I i t } 4 i J 1 J ASSESSMENT OF CRITICAL SEISMIC i 1 l SOIL CASE i i ! Maximum Stress Intensity (ksi) I Soil Case Mid Bottom j Top l Al 18.1 16.6 16.1 i 6.2 j B-3.5 ~7 .1 6.4 1 j i 3 J l l
)
i i i l l. d t O'WT?N N 00 * . - .
ABB-CE SYSTEM 80+ wen 3 A : p.14 A \ i
)
l 3-D CONTAINMENT MODEL l
~ ~ ~ ~ ~ '
5. ANSYS 4.4A1 l AUG 10 1993 ' 8:46:03 l PREP 7 ELEMENTS
, s TYPE NUM f j = [488
' l l iig 's ANGZ=90 l
, f .
i g g PRECISE <i100EN l l /
\ t
/ j Il1 l j,Q or,ir I i ! i \ J ;
i i i ; , ii i l ll tiis, !i l l \\ f ; \\\ \ ll!! ! ili'I ii l- l l ll ! lit i lli , lit lliiI l I i I i l I, i illl l H i
\\\ \ \ '. \ \ \ \ \ ' \\\\ \ \ \
l , I l i l I ! I l lIllit
%\\ \ \ \ \ \ \ \ \ \\ \l \ l i i l I l l l l l llllll
\\\\ \ \ \ \ \ \ \ \ \ \ \ \ l I I I l I l l l l I llllll
\\\\\\ \ \ \ \ \ \ \ \ l 1 I i i i l / / / / / / / / /////
%\\\\\\ \ \ \ \ \ \ t ' i i l / / / / / / / //////
%\\\\ \ \ \ \ \ \ i \ \ i i / / / / / / / / //////
%3NN N \ \ \ \ \ i ! i / / / / ,/,/ / /.(/g/
SCV - STIF93 MODEL GEOMETRY PLOT , 1
- Q VCTT"AE on , TM
s ABB-CE SYSTEM 80+ wL 5 A: p.is f 1 ANSYS 4.4A1 l OCT 6 1993 i 8:08:01 l POST 1 ELEMENTS n ~"- _ TYPE NUM YV =1
." DIST=1329
'f o .
s XF =199.488 l j ANGZ=99 7 7- t g PRECISE HIDDEN
\
/ f l 1 I . 1 1 .
\
i I i 1 i
\\\\ \\\\ \ \\ i i i i inli l
\\\\\\ \ \ \ \ \ \ I I I lllllll
\ \ , i
%\\\ \ \ \ \ \ \ \ i i i i / l l / / //////
%\\\\ \\\\\\\i
%\\\ \ \ \ \ \ \ \ \ \ i l i l / / / / / / //////
l if I / / / / / / / /N#
\\ s A \ \ \ \ \ \ \ t I ! I i I / / //////
U.\\ \ \ \ \ \ \ \ \ i 1 1 i i f I / / / / / / / / / ///I
~C ' ' l' ;' ; ' ' _ ' ' \ ', ' \
' ' ' l l l 'jll ' '_"?
SCV - STIF93 Model Geometry Plot (Refined Mesh) _ l SYSTEM 80+
mW1 ABBrCE PECH EtG F-373 T-793 P-002 CCT 11 '93 09:45 s ABB-CE SYSTEM 80+ lR ENCL 5A: P tc, l SERVICE LEVEL A STRESS ANALYSIS SIMPLIFIED ELASTIC-PLASTIC ANALYSIS (Para. NE-3228.3) 1X' Base 2" Base Allowable P2 + P .+ Q < ,,, w m g 64.1 kai 62.8 kai 80.1 kai (NE-3 22 8. 3 (a) ) Stress Conc. Fact. 1.32 1.36 -- (NE-3 22 8. 3 (b) ; Carbon n=0.2) (S,= 93ksi) (S,= 94 ksi) steel: m=3, Usage Factor
- 0.25 0.3 1 (NE-322 8. 3 (c) )
Thermal Ratcheting** 70.6 kai 72.6 kai 146 ksi (NE-3 228. 3 (d) ) Max. Temp. 290*F 290*F 700*F (NE-3 22 8. 3 (e) ) Sr/S= 0.75 0.75 0.8 NE-3 2 2 8. 3 (f) )
- NE-3221.5 fatigue evaluation uses the following parameters:
- a. 500 Service Level A stress cycles (assumed).
b . Eng.z.s.1/En.sn = (3 0x10') / (2 8. 4x10') = 1.06. c . Sec= (1.32) (1.06) (93) /2 = 65.1 ksi for 1X' base; Sus = (1.36)(1.06)(94)/2 - 67.8 kai for 2' base.
- d. ASME Code Section III, Fig. I-9.1 to detennine allowable number of stress cycles.
** NE-3221.6 thermal stress ratchet evaluation uses the following parameters:
- a. x= (19ksi) / (52. 5ksi) - 0.36
- b. y' - 1/x; Max. allowable range of thermal stress - 146 kai.
- c. Max. thermal stress range = 70.6 ksi for 1X" base; Max. thermal stress range - 72.6 kai for 2" base.
ABB-CE SYSTEM 80+ "'M P '1 f LEVEL A STABILITY LOAD FACTOR o Half-wavelength Load Factor 8.7 ft. 2.75 - 2.99
- Based on conservative boundary conditions at the fixed base -
meridional thermal expansion restrained _ SYSTEM _BD+
l l i
- 9. I eF 4 ) i ENClosu R E 58 l TASK 3 : BUCKLING EVALUATION FOR CONCENTRATED !
LOADS - i ., I l 1 SUBTASK 1: EVALUATION OF SOFTWARE I SUBTASK 2 : ANALYSIS OF SYSTEM 80+ ! AMES LABORATORY ! Lowell Greimann f Fouad Fanous ! Sherif Safar ! Rama Challa ! Delwyn Bluhm i I f i I i a L
ENtL 58 TASK 3 : BUCKLING EVALUATION FOR CONCENTRATED LOADS SUBTASK 1: EVALUATION OF SOFTWARE
- 1. Software:
- a. BOSOR
- b. ANSYS
- c. ABAQUS
- 2. Phases of Comparison:
- a. Shell elements
- b. Analysis procedures
- c. Limitations
- d. Preprocessing and Postprocessing
- 3. Verification of ABAOUS :
- a. Linear elastic buckling:
- 1. Circular cylinder with axial load.
- 2. Pedect sphere with external pressure.
- b. Nonlinear clastic buckling:
- 1. Imperfect sphere with external pressure.
.2.
l l l E!>ct 38 l l l I
- h. Nonlinear Buckline in ABAOUS ,
1 Methodolocy- ' Nonlinear static analysis using RIKS method. l Objectives:
- a. Computaion of critical points. ;
- b. Fundamental path. -
l
- c. Post ouckling path.
L Fundamental path A
- A C
i 0- : TOTAL DISPt.ACEMENT CORRESPONDING TO LDAD Verification: Imperfect sphere with extemal pressure R=1200", t=1.75" ( axisymmetric imperfection amp.=1.75" wave length =3.92f l ABAQUS results : k = 12.76 psi. BOSOR results : k = 12.15 psi.
.n i
ENfL 12 TASK 3 : BUCKLING EVALUATION FOR CONCENTRATED LOADS SUBTASK 1 : EVALUATION OF SOFTWARE Comparison between ABAOUS and BOSOR : L System 80+ with external pressure (uniform stress resultant).
- 2. System 80+ with weight (gradient stress resultant).
- 3. Reinforced opening with r"g load.
Features:
- 1. Sinusoidal axisymmetric imperfection (amp.=1.75" w.l.=3.92/Ri).
- 2. System 80+ without penetrations.
l
- w. J r a I
EWL 5 & MESH SENSITIVITY STUDY: i I MESH A ~ . - _m_ . . . 1 ZL aa - 2 iI 1 1 1 H4dik+1 W -- AAMM
? l' Jii:i,i nl' I!"ditie 4
.. ma 1m mouu m -m
.. f. i. filii ' I !!11'lli t Li 1 ' kl
+
y. a + , , EE!f Elb :
'ji h I hll U No. of Dornents = 2216: 58R5 Wave Front = 618: SARS Wave Front = 306 MESH B MESH C No. of Doments = 652
- No. of Dements = 580 - .
r#Hl \1 YRN
/////I \ \\\\
s/ M ~TMx IT\\\\
// / / / f t
/////l I i \\\\ /////1 i \\\\\
~
/// 11 1 1 1 \\\\ //// / I \\\\\
////f 1 4\\\\ //// / 1 1 \\\\
fm- e%M ' mv e%,ww 111111 ( i ' 11\\\ H\\ filill T '
\
\\\U H\
! (ff!
I ' 11 t lH) flJf ! I i t 1))\H r - i . i 1 r I i 1 1 i t
- t. ,_- 2 1
% s"
?: :-----___ -
- liii : , 2 J > di < i , i i
' ::[-.
* - HH il 4 i t . 1 J l illi H\\lil I i 11 !)lil
'~ -
\\\\\ \ \ \ \ i 1111111 \\\\\ \ \ \ \ \
1lillfil
~~ \\\\\ \ \ \ \ \ l ! i 11111/11 \\\ \ \ \ \ \ \ k i k 11111111 tf 11111 1 ni >> 1111111 11 1 1 1 11 2111
\n 11 m gm SBRS Wan Front = 330; S4RS Wsw Front = 162 MESH D - i
/ / /
- W "X
\ \\
\
/ / / \ \ \
/ / / \ \ \
/ / I \ \ \
~
f I i \ \ 7 I
\- 9 '
% %_ m N
% ~
' / Il l I [
% ~- -' /
/ \\ \ \ t i !)
% -. -d '
\ \ \ \ \ \ \ I II L. .-
A \\ \ \ \ I I o oI
- y. \\\ \ \ \ l i I//
\\\ \ \ l 4 i i///
No. of Dements = 191: SSR5 Wave Fron: - 18 6. S ARS Wave Frons = 90
ENCL 18 ; PROBLEM i : Systern 80+ with external pressure BOSOR results : Per = 22.5 psi , no. of waves in hoop direction = 25 { AB AOUS resuhs . . Per = 23.8 psi no. of waves in hoop direction = 28 1 Azz=~ re .- tt [- f f \ \\
/ // \\\\
/ /I \ \ \_ .
[t i \ \
/ / 1 1 \\
&=Wi%=/y
\\\\\\\
)9905i
- w,]
+ +y ).
Ui , ii
\\\ > > < li U\\\ ttI 1 M11>L~ >1 m1
_ i
' ',' ' l
)
Deformed shaoe (Mesh C): 1 b
EWL 18 1 i PROBLEM 2 : System 80+ wi:5 weicht BOSOR results: Load multiplier = 14.0 no. of waves in hoop direction = 0 ( axisymmetric } ABAOUS results: Load multiplier = 13.75 no. of waves in hoop direction = 0 { axisymmetric } t t
, L.
I T\ \
\i .i '.s + s-s_PT ,
l \
\\1\\\\ ;
I 1
\\\\\\\ ;
i i i i iii ; i i i
,;y
- i4 -;:: ,
- ::::: ]'
i ,====: c: - - II ' l 1 I n i I llii i e itiiii l l y_ t- - ' l l Deformed shaoe (Mesh C). 4-
..p , . - - -
_ _ _ - - __ - . _. - =. - - . l 6AML % S l PROBLEM 3 : Reinforced opening with rit9. load I l l l l
~
-_ 13[" ,
P d c',j..t'l l E- l TRANSITION - 22* 3.5* ZONE l / , 18.4*
, *9 '
i 1.75"
-- {
- HATCH BARREL DETAll l
. /
SHELL ]
.c.
b 4 O i Deformed shaoe j
/ .
Comoarison of ABAQUS and BOSOR Results (Load deflection curve): w ,,, ,p w SE W l
,, A I
,, /
1 > >= A , , - / y l j l l i eso - - . __ l l
- 1 es en no ne an no un J
2 e.- 3 - s- - G 9 4 EM el SS 1 i I J $ <$m% he r-#m -~.=z
.+.. . .wc C
DR d d2 W f-e.,%s > TOdW n
&#nws+%%
ma
=
, .n.eco d@53;%Q
~
+ ..h,~e[.
I / k757Uh. rw y e w% j. O p , i-w$GtMMI!
. JgdDwEWpme M. E e
j dIhh[NI Mk5$h$ 0 l h
$k s 48$$$N $
e
!g e w/ds$$$8 %
$$siGhki w#$ .
- ~
n $$Qb i
=
a nu m y
@ $, Qw$id
'f
?I'4!k!?
c NY$ f.C,..Qflg% rfa.,-&.-mk. ,.. ?r. - O
' 6
&, E. -.k k i
$C N: h $, $.i$h+ . m. n *@% Y'M.WAP..M c m
,T [. .
.. + q .
~a N '< : .gg.. o
~t. -
.)^ [
4 . . . b b k Y h 5% *
? e y
Q h N:-MMpf.;l
.s ?n(E, 2-k ;.rl #.. +w ~,z.y q , , .. n ,,v,. _ :. ,'k I
x.:;,1, nnc m-* ..
,g 9- %q-
> ca Me mb #
%% r;c. ,=
w.y1<;:q-- -w-s , e:
!?m.
s ;; - % g
- KgxM7 n. v . M., +L , j, jJ:" '- ? '.
. .- s..
~@ v . /: Ti' t
L .-- --
.O q ,\
% ' u. e. h 4 M7!..%: ' %
k Rhyk9;p
~
u A% Krm g - g&y.&&sd. .. B %,..:jii.m 8 s v. w .. E'
~ ..
f ji !. , s] } s"h. - ~ .war,. u m. _} w~q,:.yy.n..ew.sx%e< v. gr ,c. c n.--
, u- ,,: - >;
,J s
%s s
~ , a u gl
,: fr.t.g 2.
m: C
. 9 . .n ,I # f k .,
#. Mb A A.,,. fyj gf,i -M.a, *)f.-E'6,j;; -e ..,. 6 s
rI a.h .,..Q.. m, 4m.:q~ Q. M. .O ,g W .
**q ,.2:,. ,Q O;f so a g4 .< ,
,2=""; y y
/,
s *
.&$% y' &. ;
h,s ., b
.f. } 2,e'y,i +lln.f.f)Qf)-Q,'
5
.n
& .u s . .<'. : s - . ys ,, r m,%g~m r'
, : *~ -- - ss p /}f' i
.*" ~' I '
) k %
v 4 " I W., l &&E$,#V-.
%~% /-
~ a as$$w.&s e_
O 1 c 1 00 . 4 f L
m ,, - - e a u . en~s-. .a rm--m. m . .m x.----. .e 5 E n l EAlfL. SS l l I c 9 i . P h n-E '%_ T. - *
-em%b i:: !
- E. . . . m D, ,
e D
+ J
%. .# y.
RtTMM an 3V IPtJ%
- m
.e
$-5 -
1 E N s a w h z_ g
- y., oum...n %, ;
I. pa ,.-f35:% % b 4 M -- t 'y g y y g < I h, bk d,m9 t; R 5 a- io ! d m. [d is 2- 9 .. . 1< hN
" V N %
g I r Q Q / 3;,, m.
~
~
g r g~~- d i U , A C f . .g y:h h y u h k 5'? h 8 ;lj b s- c9 m u y 3 : we e s
; e 3 h-rigg+M@u
- i -
e
- m oi g
e i 4
$Ily+@gp,gsveElmv. 6 g a g 3 mi wwwd yt;prp q:gw 3 l a -
5.- . . , . g 3 l-., t u e n n k ;
&m, ETW jspee a t ww egag ema 4 +
8 5 AQ %gg ! mx:waas w = is e e s M
- W g' y- g hh- eeaf?n N .:
na
+4?*WR ame
%d$f $yg@4;&Q_FS d# h h mm - $ {i M 2- 5; _.
S io i I W $ -
; .h 4. .
W2 !?440 #9 47W4$ k h, S h 5 E i kQ $yj b $ f"h i *phNf? l o g y! -e cas t i N @g
$ i R ab
~
a ; N s;awisec g t a- v t Wysb y i C
%;% &q[.3 ..42dEipt sew QE.
4s%- pu:rg & ? " / /
, u m _- i ,
1 0 ! i
<3 i 00 :
\
s t u ! t 10 3
?
j F N F L- 5 8 : i l TASK 3 : BUCKLING EVALUATION FOR CONCENTRATED j LOADS SUBTASK 2 : ANALYSIS OF SYSTEM 80+ !
- 1. Verification of 3D Finite Element Model of System 80+
l Geometric configuration: :
- 1. Perfect shell '
- 2. Reinforced equipment hatch !
- 3. Reinforced personnel airlocks !
- 4. Elastic springs at the base ( K = 180 lb/in ) f Loadine confieuration:
- 1. Uniform radial pressure P = 20 psi. !
Features:
- 1. Elastic material. ;
- 2. Small deflections. l Theorv: i i
N1 = N2 = PR/p -12000 lb/in. ! 2 M
a~ as.-
-N O s e Edct 38 9
b b t g
~w 4 = ;
s, i,. c o.-s ; % em -S~ . -' 'i f}
>s a, s #.p 4y._
==-
__*=
~
~ -
'3%
^-
.Q-
/ 1 g/ :L_ Q&' Qk,.l %
/,1 fy%9::pf' f- lp/ 1
~
zghds$ -M$$ % :$pd$$ a 48#e8s;$::4
- 6d535 e:2 m
W; ::::sses M: j Q;;gs .;t
/ g :[
<j +Gs:==v;;;me =- #c&=:;tsgi:
e"r .a rr _,,] .' l { t
- y-
- C%
(-" -_]a_A. ^
=:::n==*==::.-
~. _ _
tic:q;-
--- .:: f i
_+.
,g -w~_~"*: c~
,,- -- i (T1: I ~
~=-=~-, n ns.:=S:""**" j
; ; t 1 1 --
i VJ
' l I ll ; I- I J l c
,' Ii i 6- g l g I I i i
,1,f,l'>f a s
%,,-n -l-) ; , .
t I ; ,
.-..=
, u, ::
W g
, ~
g t "r. e= %y -=__ ; t_
.._r_ . . 4.
g 7d.J:- _g ,3=:7
=:==~
.h y;3 4x u
==- __
-'~rC:1 tL t:Tv '
c a p{n{n ]= =-J inc:;se:y:j
-~
(! 4 W' Q - -- T @Ns,:: _~ ;2-at1 +q: - At 4:-- ::55 g &w Ab PS:s v s ;g:h i
),:MW.
w9, . # 7 ** y g: 5 i' db e . ;L h s; .- ;gg L e _,-e
) _
M - O , ! d m OO 1 iR I
1 1 ENCL 3 9
- .w.
# i*
-%;;3hh,6*Md> E';p,isi NNb m ~et:a %% p- *~~E:s. h. % c.:i$::: PS r,., M)*3
. . r,wm nLJ W:4 vsig .p s,g,;,g7,, ,. g. a.x - Ag r,o ,
e p .A aq- 4.4.c, p;.Q<.g,..g.
,,' $l ,
r
.A. MQ. h...hs7[oh.Q.,4 ,,
q i fk- ~MN :7 Q*k. m
,sf _M,
!? Wn mx.
, p p . m : y q'JE n w 5 % [N[iQM m" [k M w .w .a.$.. U T L.
4.hiMQ0:: .> O~ft mmm w.w.WRW W
,.o.
99 m, 9 ; m . , M e q. w ,g,m. = m, p y h Q n %.:_ ,
, g,m , m ,.s 4; d hk hk LS. .h '
d h. h. : 46 & M M M In S M f h [M F 7 8, E 4 3
&m%.4gnemm%e.&.
w e. .eu.n m m mqWp ww 4 v+&.~' M m wg%.? s s %mliibwn&M+ 5 e jrp, %. mg, v;~. 4r_., -. *- f,m~q) p c .m 3 m. .cb v
,.p j y uxv N , c.-*y w n nr , c,Aa e, .; m., m fn ,,q ui..n u.s.n v
,,:g -
.m -c .: .e ..w ew p'.; 4 .r g .,
x f %. m' W.c c.%.; ggy Trt @idgru-4 MM-w r:- 2 : t n d.aV. %M*i.j:y- r'.9 4@q. y ..W.4. .&,,$_$,.M.m;$d.s.n%Ms .: -M @
/ 4.ww, {N 1;. k ,n .
.. , #. .r 4.t_..,.. m; .
w% w .sc ,,e.w m c- : W j, ., ,., m... , .<.., ao .n.- ,;[g.
. ,,u.
4 a wr - i . 9.,*a,m. t a.1 . - m n
) $ ".~.' ."~,*r--*Y,'*'.-s!-I..'~~,
,.*T",t.'
,4 vI ~ S,!g *,.- r. s[ }. .,M !U .*,J [-e % T
~.~ '.' "
^"
, .i l .f' - l, e g' h. ; .t% l .
# ' ,,1 f M , .Y
" ' bN . *=
l , .
.hh. ~'E
N .
'[
6.. mj Pj J[nr,Q'i.? . . n.@-.%M. f ,h y ?,,',f,' Q +M. - ,,h e n ,b Qu.Qsy: m k . ; k:. a ':xk6g4MM?M, . Sh m
,9 h.#,M;V;~
w.=M= o*'m, e & d7n C ' '.4_Q. c j ; .N i,9,n w% : =;; e.ryn-.v tM . yj O 5i ' .y. J .
*I t . * - ... 4*y
..,.c.3 7
,G ;
,,t.
4a? ;,:. I*
-.,t }
J,. .!.e' 3 % ,r ,. ; ' O
- D ". [ ,
' f.$ +-'*N-
- I* 'E ** P
%~ -
~
kyvi <M, ~L' . ~ .J
*:a- k /p. ; :. ,_..n'
' ,I . W 3 i '., V. -j ; !. ,,.. # -- % . f . L. A. p -
< ]:. w qi [*
s ., W, ' ( ..'g s , . . .
- r. 4 2,--4..u:vq ~- :
}+~i=p-,J,,s.-c==AW~
,, J .
s q
~,,r -, .w d i e
a;. 1g;f' .
,W J W ..: , , u. , .== y= w,--w y
'p
- .a . ,t=w4. ,7 r1 w=.~.,- -
w-..
~q
/s &
c '
, 1 O
.:. %j.., gr. w . p wQ'y ";:.**',q i p6 1, S f m a- # , . h e. .;; a- OJ *', r4 ~. .,.,.g~ #==
s s . W .*.1 g n ; 5 & u- s: M. rey, + p[,p; b . ', t; 4, : "[ p ,r A gc, ::: p?m.I , . ry n ?,,a r k .N . .. .m.y . e.., me',::=W .s. :.C .-. M, ' ll ;.. - n m ; . f. Mw
. w ..1
~a.\-~" , % 9,[ M: e% . au $: w ,,, ag c m-cyr,,. ,..= +-u.m.
n +, * . s. 3,,, , ; .6 e:
, q 4, q. i. 3
*s 48
.- N. ,q.g.* n6 +
y .
. .r.; v.
- _ en y ,4p. 4Y 4 ,, w,- 6;,ig..- _
- . .uw + .
- i. .r '; g <s.13 .
.e.g.gt e s p; . <gb-... 3 y.. .n , .- ;,
=-
W. .'%q%p- , o,,, 3
#,i i.. d.
V%g .2M.u.i_.k.,2..,.,nW; .Q-- 1 ,
- 3 M, n .. ;
q m. N,. .,
/+.%. 4. . . m. g-w a. 1.m . . g a, .. .,. p#s.,c,
-m t-7 .,
.W F. n n
.c_
y6gs y j j y,$. 5 M* itg..J.g
,4 ,,.
yq' q,ga WJ, -
.e p ,1 .< .m ..mqm.
.g i .e , ;7.% o.>. a_ ra vi n h .... . , p,q, m.h r .
==
a A.%. .,.... *J
- f. .
- ..h3. .,b.;'y i . j.v;.s.y N.j 0 r 4a%q.
,,-a. w,s;;s
.-&;. h. 4,,; ?tYy,-4n.~.. . ,p. N, 4
.e g$.:c._--.a o
- x0p ,.+ .
p e O
.* . . " 4 .,..qh.m. O,
. 03 -.. ._1o .
%li.
V i
,. =
6,3 g -: eL.-- 'T s'- " r tv. J . r., g
- 4.W'3 c . . % .G.; ;% . . .:, JJ ~t 5'E_.*b m:e s.-
,f r, .,,.' t . , .hm,. N;;d.y n- :r C~-
m.- s y ,'g c,[.-.e.4._, 3.- @p < a
- M, .' t .
. . . - .s .!
s,u. I . $ @.ay-N; '. ,'.
- .,t;j,* y iD,*w gr., ,, m. ; ' . r s,. t;..-
. , " .--n pfa , . - , .;g { ,
*c...'"#v..>*-
"8
- . .,4 .ppp ,,, ;, a4
*6 no.
\
- W , s . ,' l . .
."4'-S S ,V + U.' T - r . ,1+
f 7 , ,. : . -C .1 - s-
# =. '85 24N . % *r A* , . ,. ,, ,
ma
.I hkI? %.M.d; '
%Q5%h@d!!%.h.@W'3.M[?,, %
D U.ff M Q. p -( ?'S-l'
<%NDNMMjj$h ya e , , , , , en Y_A~,p .,Y_ V..m2.*_.
s, 3. a=> sie .e.
-_1 - 1w
~.,p
- w. g
.v. , - w C.s.
r
.g. '. 6 7 m
W_= L, .
.g-
=.3.:-x.
.m a r. .&; ". . ,..;.
- a. .w...
- .m. y*--:r.. m. ..-./*
...g '-".F.
,a u - M.-.e m.k: .... .
^~,M a.
e e
+ + e+ a, e, e o. o 'e'.x,g : ..w '..f . .;4 . d
+ + p ~. &c-- 1 J - ,. w9.
e ~
,E,,c'. g.c ,.-.u,W ;;.d. m, . ,i.y.yj%j>f,,
N h'".NR$ g . , *.& **r' ? t. y od_r e ' 7 hy? g,* *- ,l } 1 f.l.f (; ~s* MN g 90 N M N N e, .N. e e s.N.
- o. e, e
> e.N e. % s '. E ': - : ' * , .
u=. 5g-v. -::::
. . A,.T. *? . y, ,",
.c., &
- s. o. .e. e. e u. e. . . , >
a m eu w e e .= ,. ~ w. .,-""w,. - ee, .s =r- Qg% .=.=:=. y M ,,' .&.' -- s e e e a e a e + + 1 ' ' 1
~ g. . (..
sw n l l l l l l 1 1 13
0 0 9 E AJ ct. 's & NEMMISi -
; en
. ,3 7 I, 4% r-
- u. .
& p - .
_E
,- ~ ~
/ .:!',p2Ly ~ 3%.. \\ 8
# E I // g% 11 i e, i a
o,' p/ o a ,p I a u
;4 ..! / .J E 1 \ '%mp-f ,/ .
Aw .
- .e ;
s jg"i;;g 4; - n _ g,, J mc g gg
,TQ, ,,, y,. a l
M b gSLLLLL:LLLL
- : : ::: : : : ::: : = n f f EEE r 15 a !
- E 14
&W > ' ' * ~ - ~ --* " "-' ~ ~ - -
t i 8
- j i
wL SB ! t r h a t 3 i i l 1 t
,. N((74r p.';";f , "OU. Q f JN4"J yy ' 5'J,,.+NWom %
5 c;nu%h.h.M,k.# ws q m w ,. e$ b
. y.s..j:N
,xw~wvpw.~
Yf.me*h?- n e &g;>g&.p.+ *?$$$.f$$?tf)- a sw,ywv .m m l w!
.m ,.' n m.: ~
. -u -
m.s.. s . 'tno r .. .
- d. . a'p l >Y fCM .h.b.~e. ) .~
+*~ f A n.
% = r i*'r M Q.
f?' [.,g'.:. f ai';*,% ~ : g. + ,
, hWNL~
g
. .r P:'a . ."S}fg& . l[ .p.,
., ~ #
$y'y,w.f.. h_-l;Q%~
h t%C-ii jd*
- O we + n sy.nf%Y.(g a ly;w<v.
*r&..* r .m, , m,r .
k .W%. y, a%.M
-.J -
. .Y L*
s..,&cw$N, 4
'0,g%)*. . .y%,l y
, c, ny ,w .,a ,
.Mo7fV 4' c- *).g Mgfdg . f . a; l
p7
,,/,v, - 3 .,,,
m;i %,.r/ a 0 m,.. . ,t Uf s ; V M..g..<p . t 6 . . . a s,Lnwm..Q.
. .w e e: 6 ;
W9 9Qm * . 7 q #;-- a
%%,n,gg;f..-{,p,gy/C)y ,
~. A p:n.g+w; f n W. g.h C.
- %a sw.. ..;. w
_f'W .'(g p %.
;.s.b_M g9e-v ,p.. c. l
;.hN,., b, :y
~ .. . --. . < : .-
. E. ): ,
h 3, 3$,gasw-i,294; n. h.';]
-,,= w 3 f p=4 &.c.g c.n,
-t a p 4 ,7 p .; ,.L: r- g k,m. Mr" db .);LN.J *f-d ) , pbh h$h;kf '
h 'ba8A.D ' wup
.b. .
/ p[j$h. um,b w .cu M
Nt3.ge.m %v%ns)%**
.y:c..a f : ; ::m. . :s 7appSgQw+rft v. :n. .. n,ui.b: w.
~~ :
= w:.~ .e:+o..,0:c.y:
- o. ; : a; :, s , ;+ x s .au -
% , I.O e Qh"f,'
f4 hf,@PWh5W3hhhfbY 4
&h@.?.'C$
M,.e.f%~n.*m.:.
- y. vL-%. .mq4t
- .'gd . em %p.mf,u w
f$hhh5fk3MW.AniMGd$M.Q@gs wyg &, y ._,w., g ;u S.fg e:fs :
.!G g.
p.fx % -g .ua a.
*?W.f:* I" W = r='&A MWi v . AD k ' ' '"M C
/,2a.A N .v nrgp W i$id. 4 y .n w.w: c%.
. fr qf s.:.h'wMv f.m}
i p Vd S M f.fw:d @ $ $w$ j 2 M :> o m@s $ h.j c y a # y. w ? q c w i-s
,(M
.2
. % .w. . , .,.
a "g e Q g
).M,.:q,-g~. .%n.. f m.x mf : .,-. er
.=---m( 4
~n.e ap y-
*.v..a Ash w ,~a ?
- w.,, a .-
bi 'Nh'kkkb[;;,;. n ;hkN.hk$$ A I h $ ? N [h M l
. N.
D O C O O O 9 O D @ p., E E eeW u u @ .u u u u u u I 8ts O k & M @
, m. . e. n. T. k. N. M. p Ai te se th e e W W. k b
* + * * * * + 9
- l I
- l M m e. . .
9 u hl .6
- b '
u a I i m M M E ) i 15 ! i
5
- 3 EbJCL 3B .
e 1 i Q u- - v .s.. xw . As , smn. :
- v, h.
wn , .r, . .s.p-t y-.l.-r,. < e w: . C ~. . ..q,. m;. w u. w';i.r.t w q, to,a/; mmsh . . .:.
;p y vJ':-n.: :..M m...g . -. ;)%
ycss Qy ' r. -2; a., ,r ,M q,i-a., m-y 7
.o
- e. s w . :- .n .r - r w;~ e:c.y( } w &] v q% e# G &wecn.
e. m"3,z W, as? %?x ...^?W;n m' r" . w '
*&f%79E> Q ; 1 J.-:' p;'$$'.DMNN4.;gfSMV$$#[ .3/[d'j:ps;.ya.Ws::dkgQ:,5 g Uy f/[.; . ,. .. 'n
* )
j NNTsM7CP bl w$2%i!$Y.xp*li$$$5k{w{$N?$05?j A b nm oDij7=
%gA+!gMQNwsn -y
; y.T $, 1 f
hF . K. . u.
,.~ , 3, o u};g..pj;.: e ~:,, 'Q
..,.a... . . , . . , m.-. ,
f; . .* ~ ' *! o%,lW, . 4% . u f.,t .f ,.214. .% .?. -
.[ a .,4
. .. .a m'm :_
. J , -
g
.y_f.f;),l_.;..<:K.R.-
" 3;[ *-g' ~>~.jf".
ra2 Lt ,'s - v= . 3 ..,t .,;-M. .N *@e.i . v 1 , .. .u- . .qj - g J . Q~* _J 7 Q y*- qyM..;. qe.WG. i
..;tr ,
,s,s. .%'t : %.wQr% L(l% ,+*.~1
-- v;, y
,,. ' . . s ?, ' $.' : ?'
/' .; g., *Y,'
** O *
-e. .. ,*, g . . .
j 1 W'. .tW . h d:' ,jYi..-. :/ _ L v.
- e%, y. t :;
_4m.. ,%
.ma . w..
c; L/. . i 3E_h..., N 3 ; 3-F ; ,,("
'i
[,C -- 7 l ,.., .
. A. u. y ku .M' l- b e
.P,k #h$r, *s' .'Of i; e Q
. _. ; . h. ,s? . Am.. p '.
s g' ' f. <- n ,
,1' m V}
%yf.j':*- ;'j' M
( l 'r q. i)"%r .*Y.. _.. / Q fl. - D. . me , m
/S 1;*'% .
"p ..
4 C .,
.h
#4 74
.n y w
mg'/.. y '.y _;7EN ; y? .,. r u, .. 3 .!,: - 4
~
- . :. . ~ .
. .q ;- - ; 4 t
m
'6,
} 1., 8
)*J .' ? n -Q[ *;
Z- .! .'l;;;Sl, V, r a, U L-ca ." 3 .c.:,, rL' %*.".p;*b. S: :'. y.g %pn%qr. :; g;h .q gg& . .yv,f.d. 2 ; - w
-jj. - o .
h *=
.. ya%.V , &y-G Q i *ne.Q. : Q.. M ?. W .Q A R?: s?O:WA pu, L :P ,a;; E h
pg -s c. M;E
- a. n.y..c w .Ss, iuyd p.b%sgS D iSt&MJ&iO%"~#Q;4 a s. . .pw. ~w.g
. v oe ,m.. N m4 i, .0 ,
E!; m: l
- (-.
4', L ( :
.e e:+ g :..' e y
- Mj .: x ,a '
q.m'.}:2;yrug -
.. ; 3; g
- z. mc O Je .3,3 %y% '-,
.O w.._i m.-
i y O O O O O O p O C O O O < l b a+ 4 W
+ + + +
W h3 M M l Z y to <D e-1 LO <D ' H Cn c v ,4 co N O . . . . . Cu v Lo c tw rw
+ + + + + H M 7.
Ib 1 I i
{ c ENCL 38 i
~
IMPERFECTION SENSITIVITY STUDY WITH BOSOR: ! l i
. AXISYMMETRIC
( IMPERFECTION) i
- 1. Hemischere (External oressure): '
- 35 30 - -
-m . .
r 25 - - I f S 20 - ci.15 - - E
$10 !
b 5 - . O i 0 1 2 3 4 5 l Imperfection wavelength parameter (K) i 4 :
- 2. Hemischere (Weiaht):
l l 1 200 _150 1 1 . .g . 1 o . _c
- $100 3
.o e
o
-J 1
50 - i 0 0 1 2 3 4 '3 - Imperfection wavelength parameter (K) i l
- , _ _,- ~.I
5 4 c t. 3 g - l IMPERFECTION SENSITIVITY STUDY WITH BOSOR 1 (AXISYMMETRIC IMPERFECTION)
- 3. Reinforced ooenina (Rina ibadi:
! 8,000 I e6,000 - - - l C h i 3 4,000 - - i o 1 a i C a 2,000 - - - i
. i l
0 ! l 0 1 2 3 4 5 Imperfection wavelength parameter (K) ; i
- 4. System 80 + (D + P+T+ E) (Task 2 results): i I
l 3 l N . . _ _ _ _ . _ _ . _ . l 32 - - - - - - - - - - - - - - - - - - ' _c. 4
'5 :
E 1.5 73 . _ . . a $1 - - - - - - r 0.5 i 0 ' O 1 2 3 4 5 , imperfection wavelength parameter (K) l is l
i I . j ENCL 3B ! 4 ABAGUS
- k f ,
..h g
'p ' ;v
~(
f s. i -
)
'4 --
1
;5 r
C 4
% f ,, ..
e
~ ~ ~
x a EIGENMODE(1) f = 4.8940 Hz. : ABAGUS : f-AL.es is .*.f siAe
.. -w g i s ' c _,m,,, '
g :ff i ,/ # ' k k \ \ % x_N 3 % fing _s e an. \lsss%%%ym ' ['f ' 'f jl l l t il' } \ \ % 6 w DR ; _ __ yl{ i fjt i i u t \ l t t t. 6 %\ s w \y
'iDl1:diferfWi'r-TW&k%%y t fltFj{p44 4 4.1 A l J A ii > > I 1 ( n \ ' \ \ , n i <. 1 14 J_JUL F ' o4 t 4 4F. % 'i onn T 11,1jjTh-z f/H.f s13ri
/ ! r ! .7 m se . i i n m
' I r rmT' :
o u_ na_J a1 4 " ., , 9 ( 6I i .i i n o n v u i u I ti..i e ;i ;. a fi il t ' 1 _
.f_.r:tsin
- u n, uir ;
h ..+. w uuuuiu,+i n u . i i ' l uns.o r 94c._2_- 1 < - 1 r , T'TR'h tc h
~ - '
Q;~ : u .1M i ni.),si!-6 II'il si i _ t !!iilif t i l s I ! ??i ! tTM Mid , l unw +,+w
' 'f- i", iMJ ' ' " "
u w m m
.'":i "'n,'< 4 >un < .
Y b4 4 1 ,, si - i. p [i ,
"h: m .- 'i s;I? i! !lln . . . .
W93% %Sk44.1.411
'
- c r i t.Qg' l w ,..--
i EIGENMODE (I) T = 4,8940 Hz. l I9 i I i
EHCL ~!, 5 ABAGUS
,.4 F
.s .- 4
,4 . .
[M .
. .h
, tip, m
u- de . A$Wk {' mi_ 7,,.n; , oi
, r -
ti -- q r M e '- s ,*4 3 Ti*, ..
~
293 9
-d ff l
EIGENMODE (2) f = 4.9298 Hz. ABAQUS _- _-=-.
/D* l l t, 2 f'f~4oeailn i n n v,vc, % s l
/' M /I/t.Iiti, t KM ' (T h.64 l
,M4pg,l 1
'W W ' l l ,\ I \,
r
-. # m 4 1
br *J ,. e . EEA-$$Nb53f l g 1 #$-$7 de ' m CN32? ou u,umitsi ' q, y,i -auuma
+, m '2l";x. . - . N, M. .<nuiu
\
+
- ' .+T.,LD141 --f,
>r- '
.,; +
' ' , ;W
. ,j l' j ,p,.
rw . a , , , , ;;nw g, l MTW%bL ' ? ' # ##2 -# t!MJ EIGENMODE (2) f = 4.9298 Hz. l l 1 l SO I l
~ . , . . - _ _ _
e
- E A C L- 58 ABA@US y-hw $& m,'yA
[' ? /! i I '\ ' . : 2A%
#'- '*? I f J . 1 \ _i % w m_
g'**/fI / F _- 6 h g \ 's i v'v-;( EJ11!!I i i ! \ \ LLOM b E il!J .t ! ! J
- J <fI I !'
P i i
,i_iii.Q M.GQ c':.;mt ? ? e >
,s,1 ,,sa Lsti Lilli i1.L-. -.iti '
___.. ] _K 133 i;sbl I:li..j-6:4' _-.;;.I g.a.,a i I f. b 1 ith J .12.. 1-. .. i _..Z1
, , L b j[j lj T
jf:g
..liti,A L-.-
i _jJ j
.. iv.
'a l l Lll .- .a_..._.. I 1 ! j J _J .1 Li--sll .1 i i JJJJJJ . -..
. $kW I i T f-QAf ) f f-f _212 5: :]
wynru "??H+ u umi ++rt is :tumutw-ji,ugps EIGENMODE (3) f= 10.227 Hz. AFBAQUS
. L.
y a
.( ,' ~?> ; m;
, , , w.
V K ' O r , l, 9 ', rn \a x n
,\,, W.
b ct'w-y . ,9 u .. . r x. m t_ .
$- 7 .:
L. d' M (k ,
/ . :
s 4s2 , l EIGENMODE (4) f= 10.961 Hz 21 )
EN CL 58 ABAGUS 1 JPi v ., m f I i j' , lilll{.) Ii g
, ~
, ~.
e5-
,/
DM , EIGENMODE (5) .f = 11.308 liz. ABAGUS r f 5_l M 832"D 1
] 16.4
~T?gwJ.-
}'[fj/U! ,I l'y
'7 s
EIGENMODE (6) f = 12.739 liz. 99
Era C L 3 8 ABAGUS J J i - I hi r, nw :,
- T
! 111 i i t.ht
! iiiiQ fj i i 41: )i d
'- Hj i,
'l l
'\,
l EIGENMODE (7) T = 12.783 liz. I ABAGUS 1
- s
- ' j
.l
/NK
/
l
'f s
EIGENMODE (8) f = 13.416 Hz. 23 l
EHtL SB ABAGUS
//
i ,' 7 l
^
n. I
$ / d
~
h l EIGENMODE (9) f = 13.541 Hz. ABAGUS i e \1 k W{ j 5L .
.=.
.Q.t v !,
EIGENMODE (10) f = 14.692 Hz. 24
~
ENrL 3 S j i h I I
- 3. Response Spectrum Analysis : l 4
Features: l
- a. Maximum responses of the first 20 modes in x', y' & z l
i are combined by Ten Percent method for each response ! spectrum ( x , y & z ). !
- b. Peak responses from 3 response spectra are combined by SRSS method.
Y ! Ak > Upper Air Lock ; l J g 4 4 4s P .. -
- x
, -. . q
~ .. ..
4 X Lower Air Lock Equipment Hatch i
% i Y ;
Top View 4 1
~ * .9 % .
t
. EML- S 8 i r
j i 1000 - - -
- r. .
i a !
. t
.. 1 3
e
.i a too .
t l o-
$c
+
C '
.9 .
E ' ! 15 3 : ; 8 l
. b 10 13 .
e : , 2 d -
,./ East. West (X e) i North . South (Y dir)
....... i v.,* o y e.4 j
i 1 l . .I i.I l . . 1....I I .l., 0.1 0.2 0.5 1 2 5 10 20 50 100 < l Frequency (cps) 1 Mode Frequency Mode Frequency 1 4.8940 11 14.776
- 2 4.9298 12 14.785 !
I , 3 10.227 13 14.836 4 10.961 14 15.382 5 11.308 15 16.949 6 12.739 16 17.057 7 13.416 17 17.057 8 13.541 18 17.114 9 14.692 19 17.186 10 14.785 20 17.262
t
. =
l EHtL 58 ; vJut2ATION Or sass .amr rRATION as
- N TEE CQQ1rnors BATCB Nr.AZDLAN 1500 .
i 1000 - b [a 500 - bk > I E O - - U we T.
-500 -
e r I -1000 4 0 2 4 6 8 SRSS Acoeleration az' (g) - l YAR1kTZW W LH HE*ZW AE' M kW EQCA2GR Test 00GE in SQCZPNDr? KA313 1 3000 ' l 2460= N O O 4 1920-3_ _ E 4A E k
- 1380=
U U 6 840 - a I 300 I e 0.00 1.75 3.$0 5.25 7.00
. . . _ _ . - - . _ . - =-
l i EwtL 3 8 ; l ) I t i i
- 4. System 80+ Subjected to Ouasi-Static Inertia Forces Loading configuration: -
- 1. Fx' = m
- SRSS( ag)
- 2. Fy' = -0.4 m
- SRSS(ay ')
- 3. Fr' = -0.4 m
- SRSS( az )
Features: !
- 1. Elastic material. i
- 2. Small deflections.
1 Objectives: r
- 1. Evaluation of stress resultants i
l i, b i h i i l
. - _ _ _ , ...m_ _....-
h J e
- Encl S8 i i
9 T i
' N eh.M m I a- QfW,h ;
$E go.5+ iure en2r suh n;gr3 i eN,5sm':. era:.:g$ciqffIshE5..!
Ih.~h~ffge' g w_u.:.uJ._: w hh, , psp i 5ffNEMM.qu,nr.I$dhh Mib ru , I j ,. ..n ra #+ r -
. ~- - et ,,, n,,; 3n. .w
, . r w o!y ,
i
'w 4 Q.(y{
/4 5 R
wg mm{tyW, y Q Q 0,. f .,$=~sa F 1 - l nes$ i fpG@&{n%Q1hh$. Q S~hnEQi%,'inMO@h EOW !
, $1' Ws %.
288 RQ #2wh
=
ahm#dkiBDh5%aseg%g htm@ n/Eva?gy.s4 wmm=m4 = 1 4 cgwww%Wh15?5hW . MI : a fil Vc bM 11 Q;L. a m v m m .-A~Ao; mu %* ,_,e, w : a , I w#n.$.c~5;
.l P lW,'
c
>s
- w ;;k. r icts tzi.aa e e y. W <**gi;a asah.s&fW$%G&ud.ki$r:+
a w-;g.rg e
$YbhWDUUb'.Eb'L5%!?$!ws
,- ia";;;r r r u3;:m. .. . -w a. Cs v
p e , s. g m 0 . NTQ . s II&'e WM*fh'?ldsi t FM r3pr*yg W 7%g jgT-" i k fl 6 g; m m : j -14 5:gh hi Hdf.F pHg*b::rT@p M 67d 44 caes ,m!NEdN'W: $.'9N E
,$pg 5M :
e o&,g#u ea
.kPpCM48[dI w w ww=M=&p-t#q ghhn4ES a#m wr Pd m,8A s
=
n 1@t w G;;
,; .\ ,<
tc % s*Q . t.W% m. 1%o m.r mp,,. v dh,,.cmBDJ;a&&DTM Qyt@Miw.uS.GM136s;Mid;L 8 1wr M M. s 2k w ? .o;;; 1 4 NEU igt.:f M$ w.1 eQ%gd J%s!.kdQg%w!M.C%EJWbifr% C P V 79'r'7.ns JSP~iW4 FNM6b
*@4M-Md4h D
)
. bm o MwQ0 in e4 -
.e 3
- d.a rd;g:-g g.;ggg2zgu.uq:nregmrpww.r My cin p$ b p w w..g N Qn NW$&{Skh hkg%gthEt gpga h,! {
n lQ,dtNbyM*IGMrf.EEE5!?i&fAhBhndf A gurdere f i
#-.>a.w.A:-upop # %e,g%sapewmem: :wpa rs 7 i i
n%gx*a 4W&p s m;. r t i 4%f =
.M e$ shld$il bin %2CgidiQ NT43t &m -w h f-% p a &
=========aY . . . ~ %a +%g:3, p$q u[emgra
$Ignan u t% mien.co.m se x;m:rJ.MQ enag
~. dp @a '
+
J.g' Y =b b b DMNN
".NO
> *- - - = *. .b .b .b .b .b .b. . k @e ~
~ ": 'b=g=f -y 2 b *
- w,6 e- e
--e **"**"O."*,,." ,. u .. . o m s 1 i O j $ $ +9 +9 4 4 l f I I ii I l {
1 h
~
~ # D :- I N }1 F m ,
et
- i i
i
1 i l g a ENCL 38 l
. - - = - - , . ,
,~,,
-- . p"a eres e F= -
g um# #
/' 1 g;qq 5i
@bpf
. p,. e@
$ . o. -
/Ag-pg x ?.a
,c At?Ec$ k h . m y
. wWcca
,: g4 e ~. W %y v
4 4 c y
$w>/1p
,?
ap < ,:si%g6am* pArF e m A*N'
'h%
5 f, //[, . . .m p f" Asf w) W,% 1
. M ah (- , % -j 3d .h., . l E
" g5,b i #
g[i'. p 'Q #** i - l7 fd tr y e 44 tr g t "3 P y' s - ,s@ 'J 4e
; f [1 >* 4ig*i :. ';
(,f)
, U ' %,P, 1
s*$.% 4, t' . -
- g. I s .[ : 51.5,Y.C,
~
ex / y'_ l, g ; v
.- .. p -, (y~, l
, m s p , n p. ..i.-; $2d-n.*dn. .m L.v 2.
12 !. ' M
,- t 1
,o k',id $ k.*g; ^ O y ,. % b4f.',.?},
w:m'f es
;n wL,,.
.r k. , .s n;N.w'n .~. ! s,
- s. s g.-
p* .x a
-. - . e'. %. . + Q . rp l , k ".. h *y '
s, }; v: .f. sn u:Q *kY r,m l{ ..$.:.( g. x mi & *I
<,4c w
.N -
. . :. w.
'd y,,, A '" -
d N.h,Q. p d[ -h % ;
\ NMJO:7 O. a v. Q . .!$% wQ Q p %q 44 L
- r. .N ' a ,- ( .,2. g j IQ b .'
' W4Q$igIGkM_hh._ e % %~. .3 t pn3,.__,_,+.,.g?ri .
~* %
%y h ECf f2, 4 .s CGg y-L%a;.;f [k,..
4 - yv.v. m a a w e a * ~'A.
- m. . . . . wr er M 4 4te f y 7, ,'.7#, by t. ,.f.!q^.e [C=M_
. . . .-o... % mm . -
3.3 .++
. ++ + + + + + + +
= = = = .= ,= +1 a % i34+
{...,. ,ge eemcf. , h;,,*;p;
.- m - e m m= ,= ===1m m e . . ,
>fN m n o N - e. m o m
- T a.r e.:.u
=:mas ps --m.
-et -
g
-- . , N m .. . - -
l $ 0 1 i i + + + 9 + + [ l 1 t i I I l
. y ; y - - eM j s
g
- 1 j
i 1 I 3o
EAML 33 l i I i I
- . ~~~:: :::=:,=. =3:.7 ; 2 ~.- :r,
. p.5b .uDEj . g.&
4;+Q nlww m'l-
.,y%M,, ~.
- ;..r.',t- 6*,ec uasm-- .
W.,rMM,C. .v ,cM.,.g-fy%.qM.:.
- ; 'w.A. m . c n.. s, u
'7
.k'& Q' Wk'd MM f,[%@Db ~WiGJ,,,lf g;~~. .
M%& Mht ' h' ~3 sgi$IIN.h. 'm. b MD 3b.o# NU g,1 e wa,.~n,'.;m..s@M,v.e.. s ;> v e .n,-vdM.uwx-.m+Q:%6.W, r.N vafM, tW .g".. w w- w ~ -%w.m t d a%.. v - .m m.
/ YNh$-hqq%pQ&im 1
<c L b
f g>Y nqb>MM k m .** W V U ty h pe Wt N*f q
'b
,Mh'@hii.Og
.%y ( .
EM.,,4.#*7 N JL 88d.U.,, % m @v M6.,N .- mha w -. M-h'R&..r; d ,I N. f. .wN, ge$M. g%.a.f,qM., .g ,9M, s; s
, f h.
~
h h 3f J!:.'QWY'~~W:v;Phh %t v?Wn -th.JN 0Mb ]
,, [.;., J kh : h
}'Okf W V -
5 #* b
>.' .s 6" w.v;k . :. .1, - 4 <~.
- h :.~t=.c: m m uc. Q m v r:t p 7 , # 4
( i '. 'b ' ; f,; ? N*hk.;:veh_ ! h. c 4* - p~.%m' i a n' . u W + es rms.;7e-c m . .,~ 3m-; n... - - WL.%p.
. . - - .r, 5
,%,c ry
'j{f Ygpy,;w^Mb Q p& e& Q w.Qb m W w W m a&Mm%% ,$*u w5Ebi?.* j & w,kCWY:
p a ' $ejQQ u.s r;;om Ly@F 4. :: o
':j,[Wl,,% WylN'fh fh s ;< vW.&n,f k.'
' +f+sN f 7f5 f7 {-- h' N-G&
r 4n'
< . p. .
m
,.ng s 9, *.9 . .r., 2 L: ,%m6,.n.m - tux < .- y.e .m.g { ~ 4.c >p p A:;% ,yJ.
.A=- . ; %pN*
4
- l. pG L. vy p J-/+
3 :f, , ,. : w;% e. u,.e
.-"I'p% s %
"4;- c.
^ t q',
e+ t.: .~ b(5
. m.r_?
*g.. =g~
--y =f, >
. . v6 L -% G 1:'!.'.r.^}.
WW -
%'. r.g>: - p
;.,. v e .)t ~.:n e. , .f.v Q~A s
, 3. . : m!.xpm,..
- f. s-=a:v,. .a t/
> s :.
I. n?'
+-
i . 4 -p ', sh, c - p. 4
.,,3, f y h. S"::g y em p u. %.2=2 <
$@W~ .F^= .' k:C y: r. , ,3;=.:-4::-e r> t y n.e.q N -- d4, .Ys+e"e[6 Qn; :' % . Q e T _ - .
- i. RQ;, r *%:."( wJ -N( e.Hg.n pM, ' , h a .m . -t.p QfW.,W% g L' ;7m* v.. . > : .d.;,g . %
F.Cs C / ' p:' v et. M :te:p.7-fi- p: f,"
. ;c- i, g .T,, ,a 4 * .s .z PM-2 9a "dP=R. *M' 'te... ..d.3. -. S.:'":y: b;:)W] Cg
; *# trWp::s;::! . '.y e
- l. . a - .g=,7-o tp m -
f ..e r . e4f, ,su... #. "g 6 -
- a. s.. _ ,
,, .:@gT-c:v w;6@ hr.r"prp% ;d ,
s,^w }yt- :;::%.- =:;::= =y 2f.a; .mu._::N . h =,4..:,':;eh. #ep b: ::ne:;>:=:9y:==;;:== g s vv r. ~- o
. . ' 2-
, , .., c , , . . n .: y w > ;. n e s 4 c.:&c v. tW e ,. , 1,,. . . ' . . .
' 4' .69 ' %Y--*
- j:e,.=&s .n -
.y====MM A ar* :==*.== '~ WC n= :';t=: d~'
mpE m. n %.jM.}J
'1 ? J M:f' ' N'rr m,1p
'Q' - ue
.sa :a
- J
- )J.,!)
% '- 9 '%
' ,,, a ~ '[-~P** Fhe-Ged:ge@adw,W-Mid:ddr.f 4 $
j
!f'(q%.a.
p r..v e p m i.t.. -- ~t%w Y. ' I .*.'.1-4 r r
'. . 'a
h.~ M. ~*] D M 3' .: W.,. ~4 "<" u%, W MNQ~d Gq Q q q,.s%a:::d. . Y@g' P2'Mf'*WifI'-83M g.
- t. " % y T s
(" - g
.[fu[:3.?s/5?I;plQ.tAj *fj , O Q)
.m. t L
..r Og %, - %. w' .e hw'.* i"g u $.' ,*:.'4 .W % gh-: t 4,,;'4
.d- j,.m ,.;.c,M. d.Q,.
,e M
.wp g W. m 'Q ,d@"
r g- a d .,
.eG +q .%;.
.@.. , ' .G. .,y s .", _,t DW v.*Ub;5i .*t...
m
, Q. . .M ." - .
r b :[%::(.Ai;Q %W. w .L;M;Wp!h,3r M Ql ,@T== g $ -. ' > .< tr s ) ,( F.,'yS .o 1,yp ,ji
- MA Di, ; H t 3
e - s-
- 9""'
*AJyk.=:CQ' % ImW E,%. w ,i.U.p* A r j:m.~. i,lqY =, )y@/p g : n ,u m% TV s .,
'.e o .
a J
, J ;a. N.n.
v.
,1a.p , 9. . .
s,'.y:w' .f w- sM m . % wp(.4. : 'c=,, wwp . uk.' Ls.
.u in , %, y , V.n
, u,m.s . s :
.,ypt m.y.
- .y.%;[m p
,,y. v,.n;; . ..p
< s.
u,.;, u., f r .ow d- e b,w,
,,4 n M. ..
p.. O ,r
> m. a y .:: :p. . .%m .4 ) ~ N, .f Pp ,c.
u, %., ,_ : ', *.'ga-~ . g M.W .<lc N[:.l:p:.L M g b
. s 9,,.,.-
.,[
5
-=w 4 M.@o p, p. g,,aM.d; , :%h- h't .'yd. % Ahr wW, r %g @e .. ,. ,
M - , , q.,
' w .,,
.4 (N w:P - ',e*%: '. .'"-" mgM.wy g-c .v
,,b. .e myy,p;;y
*y M
. <o- f,,. .Mh:;;;;r,.M.
P . g .ag_.p ..q
%cM l((p.- .
- 1. bg
~ N. d.i, + .-d - A,c'- 7 i '/p >.
'Wc 7 d g' 3gy"WJ.g- .e g g ,s , 7 p ,;
,n . b: ., .+. =.w. ~;. .y.~3. fk N WlTrr y.e=wm
=== pm::~ ".e -~n
{ Nw Q. m. y y.e , 3M%;;@C , g.y,jg. e .y,
'f.i y , .:M M f 7 U [; q::j, f.,p 'p
.< . , ea t.
b' a +
'*E D. 7 .. f, k. , m N. .ng y.iW&N 9 r 2ai 2 y5 -,hN" 's .,h. 71 r .y 6 h , p.P I,p
~lC d.7 .M ,y pp(...
m
,A. h . 'D,. . o % ' ' c'Q @;6MLC M M,v. ,9. # c-4%:A*M.+.MdViDe f.!. '
a
\' - ." s -i. s i e. >
e r.jp'Q - 44f.p-M a # mq rea:pa t.m- bgg ; hg tg .h ..*'g
- g -
.O
.i Tn:=y% 4.s .t ..
.'.,. 7..Q,~.g$. %pg~,.
..~w
,Mgjj .-.m<- ,esp@<y
. 1ypts .cVWom.,<;6 Q 0p. 4 j%w%;fg@a/At,,r.- W .
M @
$.*... . ., ,g -.. .
' fj . . , . , . , , .
w ._ . % % . 0 .i--'~e
~6-N* .a . g - e - m, . ) .e.. b g::r :4'9y. , . W:
M. .o. %9A. ,6..-x-r.,
+e d' . r s g h.
%.Q , .af ?slh '
v.-.u
,;wf.N.,n;h u- , W.A4 W . .-. i. M. . . _ ,.; JmWad .
.N., &;;:-M,z .; 1-N. CS J W'$:.yQtf.
u
. f:,6
-rt:4 r.M;~,.ga:D :
r . : ,
,o, e e m m m , , .js m u,,n,_.x"q..3w5.aETM.S <r. ,g.4.6*A,
.7;c - e veg p+ o+ +o +o +o +o +o +o +o +o+wo.wof ae . m.:: a w ;. . -v a
gu u u u u u u u u u u M MfgQ;Sg; *: :. e. c. : -aca p w - .;y - m 4* Qf y;; g m m m ay e O Ma b a m nn q-5g d.3 N -rn M ; E :.------ :,, : ~ y@r cQ>T.r #;.M.,oi - h, o. . e. mA. N O
. . m. .
M@
. en - D h29 ;;;i,h7 M N N a o
- in a n N m m l 8 % ) $ + + + 4 + + +
( I I i f I 1
)
'I
, i - fi:
" i I
31
1
- E/#L 38
- === %
yr,,.aae"* ..; a.d* ika-* *>','=;;., caus g% a,s.;y
%. .a *. W ,, .
h.,Nq 3 7,,3,, 3 ; .; ,,
, - @. 4 M.?'bt: yiI".-~l.i;:m ny e -
P
-Et$
+grg M WQ$2ndM M MiE{@:ST.'J.LTL.2' OL;p:~d.t A//r.M n.
- M*v k.,t,g ) n gz d'i
,.n = aww . v.; %; wgm
*:t;;h%. .:y;:m.MT++ wQ, a@%.
i %. . M, n &q-_.#e W W. Wql"*'l %., M W.. %,0&ff~&mQ
.. A r*ya* , =ff-m
'e y ?"$*'M ,$.$,. h . &'.. p%
h& N.:. : .-
$D,NGMpMRh $OW 4hyRi%NU@kNW$N?$kh&W ik$Nis$$W
.u. .yM -g~ h,s$7 v.x. @.w;;.g L9 , M.. - . . %
i M
,/h M N k M " M d.Y hh~- b;7h ,f",.:.5'n$. g ,9 g @ @ _
. t
.. _ s._. , %.. .,
E D N jt,i N M.Yh$kh? n+ .. . a.m,ar.#,.a: sh', ,gpJi i 1. /. s ' $ r-mm m.w.m Yfh
,4 m s
'g , - .m
( ,
- ,4 er../
s
.W. yaw,,,g ...mc. :c=.,
T Qdrg m m- s5b@h'
;* m p
r a N p g..;a. 4 gy 1. s,, 13 39du f% i Y~$u. i- .,
.W e.orenl::=.%we.,r,ade ',g,u*t jm .g.M.(gb y.? 4 bg e . . ' . ec-
- 3y . .p%Y k. ~t'Q.d. A '
s s i
,i; i f '3 %
e
- e Td .no w u M f p&9 ., P .. $v * , . M, .
W*#,i ? , e' W w. '[a q #; A
- j e t: e, .e vf."; p.. a ::M.e. .;'*C6Z~; 7 .v
- 7"E sr-n !. .*e g* ' b'r..m,.l 'J.-m O&.',Ab.f5 .gT.5't":PMyg c "5 .[a.
.. ..L N M=>, b + h.
i.
, +*&M
- i f*y~'. p,sh ! ; an, ',s '.c.12 ' t*. ' e;.uM .TJ M y.,,
J,, .,,, ru > a C/) a h g. )y j It ; n p .?,W ' .. L , Jh,; * ~, y .
!;%::q
' a-i ,y. ' 7 m. y v . m 3. qv. 3. py n3 y- ,
f, .5.sge. l y g g {. ,i. %Na Mi
'y t g 4,[' O' 1
;7'"_ f , ,e .;;)'ap- # .%'., e di M ,L. . e m . . . 3
. 2 U'4;l ." A / c' rJ D A M 4 c
.e. . J & p. 2,p. j amW ; } ' 7 30 L t $ g g.g 82,Ey[S i.
C p;;;,%,.,,,1
,, i . ,3 p x, 2
. .a m s p gST'"'T 7'r 1 P;re l l 'd I C7 7
,J 3 c; g .,.a e. .;; .1, . -
.: .r... A., , ', : J_ _a,4;Ms ,.,'I., _i.. .i..L.???"3.,i>
0 W.D' .&..rM-= d a,; Il $re Nj 'yY. toW I $ ' h t,,.y i . ..
.'e- .' m.. t s . . . , . ,m, . , v , , W < m, a m
- Arpi Mp ag p p
. ?-. ;4.9 x.G
} a,;l* !.. . vi .) 6;i::_, G, E } W :s o $t's vi N.* S, m S .,b. 4
,y
(.
,+ o,.f
- " W;w.&.
- y. L.-
. %:yh--%s t;. y 14 m&, m, s.m n:v. 7 n p:3
< . w w p f ; w%;h;. @'*
m
. . y ; 3 g ,1,a .. Q
\ , , ,,
;g q
, j .;mp.p
, , g Jo , * . , ,# # ._ . =& ).-fpr. . , - p; w ~ .;> g;,w 3.k 9 m rp. <;,
o g@a.:. .t -
;a . , ., , + a:#m .; Ncem..
- ., A a .
g, e
- t. ;*
p M r m &.q..;;y. rc-
@,,{v;:7mn,.
3 i
;p q, p.. a:n. e bp,i -
t,, 7 s o& ,u a - .,. .. l4 hN:E 's.h -H W k[ [,N k :d3 M UI$ $ E M h h C-wk m.%s~, z . e,Mm. a. M..c.%[n.a, . ~v.~.
- m. . . _c n%. s -
- e. g c
e. c m%x:f. y e m%.:::; m w.n rc % wm,' ~.,x. r
;a .m,
.m, ., 2m. am
.w.---
- . n.
m:p. w 7%a 8 wMqf.S;e.. . qy' w.- ,e ,.,~ aq g @ we ~ h d..; d e wr,i AJ.< ea @ m.d C ,. s' ,, u4 *d b.51 s M.A d,+- - t
.s. -4
\',W,. K,3 %... c p 4. g5 - Q. , ,w ,e , y4.s 4e ,
) v vrq s .aw m --wg .- m v.S .-
%.g$, . aM[MWW.Q7.,@a.gp: f QR%;%r4_ 5 r ~,; W
. 4.. ,
zm m._.._-.s.,h f@.4 @Y.g
- o4 - . %,.,. c :cq.y . ~ . m -.
. c; m 1.c. - .m-
.a , c 4 .
e$. y ,9.t q.,%,
- 4. . ,.cw p:.-hQW:y.w;b.:::--
A-g%-: gu.y.m .yw g , Frg..3
~m . q d:. g3
,WeM >a.y
#..h W.ET6;gM 1'
y.. kO M n,a : kn. h - wk YhY . a w;MM:9 %Y. n V@K9 g%$g.q'_"37:4Q2h,QGrgh 5 p s. $ % % g,py
. ~ .
& i,d s.. %m ry.S 4,-e4,, Q-o .Q,'* M...M,DM ,d,.22.'
,C V. CI .T. N >;:'t~n'M.% <N.
. "'"e. ., M > 18 .
m., o e o e o e o oQ e v v ci a a e e v% e o r=@.q;7+Q [c e$,hT.fMI
*-~ i
,.s + + + + + s + + + e 2 -
a .: ~ g u u u u n u u u u u a:%gS-: +'u @ :_ W^% *;; ;:dQ ~.(;QQ: ;<*:u y pm e e a w o n 8 m os m u . .M' ?&M;;- 2tk:.543; r..
-:5 t-'m
~-: bg1.. ~ ; - -~
6;:".f.%WW. QC"S *
-6 W o y b e . . . .
ew eu n o e m e , w
...e
- m. N e m .
a
. m.
u y:#- l1 *-= 0 N m m y { j i i
$ $ 8 9 + + + + + + +
I 1 l 9 d si. ern b 3'2
. . - - . _ . _ .. ~ . . - . . .. . . . - -. . . . .
?
I a j i E N d L. 5& i f i h 1 I m1m2=u srnzss nzsoLruen ou ras uca ; 1 mm:nzan or sco:PMNT SA7CE 8500 I I l 1 i 1000 - [ 3-t g 500 -
-* I e .
e I
-e e .
- i o 0 - . ,
- i
- t. .
+
-500 - :
I f
-1000 ' i f f e
-2000 0 2000 4000 6000 0000 10000 f toeridional etsses resaltant (1b/ia) i faRIDJossAJ Ffftss# SESULTMPTS DBf TEE MER2DIAir or EQCZ9M SAECE l 1500 I 4
4 1 t .
- l TI l 2000 -
g l t I l a e i .
*. 3 I
1 ] g 500 - l ! e i e e d l 3
- 0 - ,
t 8-e ' e s
-500 -
e i 1 e i 4
-1000 ' ' ' 8
-15000 -10000 -5000 0 5000 10000 seeridional strees roeuntante (1.b/im)
-P 7
.. , , , ,_ ,. . , - . - . - - - . . - . - , n . . ., , . . .
, i l I ] ' . EUCL 3 e i i i i i i d t Verification of Tensilc Stress Resultants at Eauipment 1 1 Hatch: 3 t l Geometric configuration: Spherical shell with circular opening Rina load . P:
- average SRSS(ax') at the barrel perimeter = 6.75g '
j - total weight of the barrel = 120,000 lb
- P = mass x average SRSS(ax ') = 976.45 lbfm. i
=
2xR b i S I N+\ - y P :
... n l
.. "4 .....-
...Ja: ::^.~. . . . . . . . . . . s. . . . . . . . < . . . . . . .
t R6 i P ' ~ from Sec.(S-S)- ~ . 1% = P9 b
#r sin ($) N f &
s
=
3&
l ! 4 AWL 13 1 i 4 i i l VERIFICATION OF TENSIZE STRESS RESULTANTS '
, ON TBE NERIDIAN CF THE EQUIPNENT BATCB l r
1500 , i ; 8 i i l t 1 , 1000 - < 1 lI . r l I 5 {- h ! c 'I 500 - l,t
-3 \
Ii s c o e % !
*d
.o l % ;
e I e O - 8 i d i l *'
, j -
, l / s
-500 - I#
,/
il ,
/ I !
I I , lI l
-1000 I I I l
-10000 -5000 0 5000 10000 !
i i Meridional stress resultants (1b/in) ! Stress on back meridian i
----- Stress due to barrel Total stress ,
35
GMCL 38 l
- 5. Buckline Evaluation of System 80+
t Geometric confinuration:
)
- 1. Penetrations (eq. hatch and air locks) !
r,
- 2. Axisymmetric imperfection (amp.=0.875",w.l.=3 4Rt) '
Material properties: ,
- 1. Effective stress-strain ctuve. i t
- 2. Nonlinear springs at the base. l Loading configuration: t
- 1. External pressure P = 2 psi i
- 2. Quasi-static inertia forces:
Fx' = m
- SRSS( a x>) .
Fy' = -0.4 m
- SRSS(ay ')
I F2' = -0.4 m
- SRSS( az )
- 3. Rise in temperature AT = 40 F '
- 4. Weight.
l Y bL w " t=* e
- m. . . ,,,
X,A Equipment Hatch i
)
Ss y I
M ATERI AL PROPERTIES: #^##6 38
- 1. Effective Stress-Strain Curve:
70,000 60,000 - 50,000 - g40,000 - S - 8 e G 30,000 - 20,000 - 10,000 - 0 O 0.001 0.002 0.003 0.004 0.005 0.006 Strain (in/in) l l l
3 l i EA /L 33 : i i 1 i l 1
. l ; i
- 2. Load Deflection Curve of Springs:
i I 2,000 i l 1 1,000 - l K=1800 lb/in i i
^
i C '
.y .
m -2.0 -1.0 .> c 0 i 3 =180 lb/in l 3
/ k=540 lbin !
I/. 720 i i (1,000) - l i j (2,000)(3) (2) (1) 0 1 2 3 1 I Deflection (in) ; i i i l I i
. 38 ),
-.i-.....-,-,...,,,-.-. ...n.--.- ,. .,-~--,----,.----.-,n---,
1 l I i < a Fuct 38 l 0 0 0h ;
=T T D,g i A' n . ..t
~
~
'A fx, < < f? /.- f/ r*$ii s {t \\\\Ng'Ys%3 % .
# .^4/ 4 h // // ia j't j\ \\ \\ \\'QN'sih g12 2// // ,// // / ' f /
~
I
)l \\ \\ \S \s\x%Nk
& im p l: l lt ll \\ \\ \\ \\ \\ \\%%%
//'). 8 // // // //p li/' ,lf ~ ll ll H \\ \\ \\ \\ \\ Mk r
[dMj"@lMf re'L,filhuf % .$ W 3 & \ p-) /,y 0/ n ! i, t j i i i, P i! n ei i s i n e p it p vi p \t g 1, t,i,. y3 v,v,cy6:5
/!//] % rW i. !ilu! i. P lt I! si i 11 (i o p y y 1 y b y \i i, y y y $ nw'4 ,
}$M'.}LlLL l1 t I i U i' ! b U It f a l' 'l V % \' $ h \\ Y \! Y 6 \* %YhA%
t ,1 i t y !i li e' t. !i ! ' . 64 i t si ' l ti ll P 11 1 H i; ti 1: b 0 M r 60 { Lt l l ! il il b i i f. 16 i (t 11 : , +'i 4 1 11 il l'!! ii y vti M f# r
. 1Ot n fa ! ' n ll t il 11 t l' i iv it ne i ~I pi i t i i0 ' il li il l- ll 0 < . !
li i lF lh r ilu j
.110 !!11It ElllL.d k' ' H I I I i II YblP.l H I f bI' p ' 1.htL.L i b lil _!! " t 6i I I ii iP I ) i ) ) i iTiffi5 1 kuti'lilitil .}!JLL I i i1 i f i f f ifi
, gy ' s'
> oLit'cu i. kh ofllLLL_1 e t g_wj_1..
it ( i 1 e i l i I I i l l} s
, i j ffffjf/f
\vpu < . v s s e r y_
i i. eI+i;tllig/ m
.pg . *r
. vro4
- Li _' i >
# , f i /__ / / / / / / sy .
WO ' - ut \ f 4 / f i i t i / ( f i. Q. \ i \ ^' Y b {- k t.-Q-.
-.l__ if i 1 i * / i l i t t l? !'"1 '
__gg
, - -. _ ~ _. - _.
Deformed shape d [ 1 t r
1 I i i AB AOUS results : Exec 1 a i Load multiplier ,hr = 2.404 4--- 3.5 , k 3' 2.5 r-hT ~ '~~404 B ' U E2I E I 3 < 1.5 - 1L l 0.5 0 -- 5 2 3 4 O 1 Lateral deflection { Ux } Load Deflection relation at the top 4 e 3.5 - 3 - i ' 2.5 - kr = 2.404 l! m 3 , 1 u E 2 - E 3 i i 1.5 - i i i g . l 1 j 0.5 - 1 I l
' i L- i
- L-- - ~ L 0 --
0 1 2 3 4 5 6 Radial deflection { Ur } Load Deflection relation at the base 1
#AYL h &
Y t Upper Aa La* Future Plan:
,y
- 1. Buckling evaluation of system 80+: a/ ' *- x 3-s fo\
loads: 1. Weight # 6 -t,
- 2. Rise in temperature w '
~
- 3. Extemal pressure
- 4. Quasi-static inertia forces: e Fx'= - m
- SR35(ax')
Fy'= -0.4 m
- SRSS(ay')
Fz'= -0.4 m
- SRSS(az')
Purpose:
Check local buckling near equipment hatch. Possible work ( if resources available ): Evaluation of buckling capacity of system 80+ for other quasi-static inertia forces configurations. Case (a) : ( Full vertical load ) Fx' = 0.4 m
- SRSS(ax')
Fy' = -0.4 m
- SRSS(ay')
Fz' = - m
- SRSS(az')
Case (b) : (Maximum compression at lower air lock) { Fx' = OA m
- SE33(ax')
Fy' = - m
- SR33(ay') l Fz' = -0.4 m
- 3RSS(at')
I e
+1 l
ENCLOSURE 4A CE SYSTEM 80+ DSER STRUCTURAL ISSUES DSER REVIEW COMMENTS CONT ITZM STATUS 2.4.3-1 CONTENTS OF ABB-CE LETTER LD CLOSED APPLICABLE CONTENTS OF ABB-CE LETTER 92-045 HAVE BEEN 045 (DEVs/ COMPLIANCE TO SRPs, TABLES 1.0-4 INCORPORATED INTO THE CESSAR AMEND Q. AND 1.8-5 OF CESSAR) SHOULD BE INCORPORATED INTO THE CESSAR 3.7-1 APPLICANT MUST MODIFY OR UPDATE CLOSED CESSAR AMEND N INCLUDES CONSIDERATION OF 'IWO AD,DITIONAL CESSAR, AS DISCUSSED IN DSER SECTION 3.7 GROUND MOTI NS AND IS BASED ON THE NEW PLANT LAYOUT OF INTERCONNEC'"ED SHIELD BUILDING AND NUCLEAR ANNEX STRUCTURES ON A COMMON BASEMAT. 3.7.2-1 APPLICANT MUST INCORPORATE CLOSED CESSAR MARK-UP TO INCORPORATE RESPONSES TO RAIs 220.5, RESPONSES TO RAIS Q220.5, Q220.11, 220.11, 220.18, 220.20, AND 220.21 TO PROPERLY ACCOUNT Q220,20, AND Q220.21 INTO CESSAR FOR RELATIVE DISPLACEMENTS AMONG SUPPORTS AND ROCKING AND TORSIONAL EFFECTS HAVE BEEN INCORPORATED INTO THE CESSAR AMEND N. 3.7.2-2 APPLICANT HAS COMMITTED TO REVISE CLOSED NOTE IN TABLE 3.7-1 OF CESSAR AMEND N HAS BEEN REVISED THE NOTE IN CESSAR TABLE 3.7-1 TO COMMIT TO STATE THAT CODE CASE N-411-1 DAMPING VALUES MAY BE TO ALL CONDITIONS OF RG 1.84 ON THE USE OF USED AS LIMITED BY RG 1.84. N-411-1
- 3. "1. 2-3 APPLICANT SHOULD CLARIFY CESSAR CLOSED SECTION 3.7.2.11 HAS BEEN REVISED IN CESSAR AMEND N TO SECTION 3.7.2.11 TO STATE HOW THE STATE THAT THE ADDITIONAL 5 % ECCENTRICITY WILL BE ADDITIONAL ECCENTRICITY OF 5 % OF MAXIMUM APPLIED 'IO THE STATIC FINITE ELEMENT STRUCTURAL MODEL TO BUILDING DIMENSION WILL BE APPLIED CALCULATE ELEMENT FORCES AND MOMENTS.
3.7.2-4 APPLICANT HAS COMMITTED TO CLOSED SECTION 3.7.2.13 JAS BEEN REVISED IN CESSAR AMEND 'I TO CLARIFY CESSAR SECTION 3.7.2.13 STATEMENTS STATE THAT SEISMIC ANALYSIS OF DAMS WILL BE DETAILED IN ASSOCIATED WITH SEISMIC ANALYSIS OF SITE SPECIFIC SAR. SAFETY-RELATED DAMS 3.7.3-1 STAFF WILL CONFIRM THAT APPLICANT CLOSED CESSAR MARK-UP PROVIDED (JUNE 21-23 AUDIT) TO REVISE USES THE MODELING ACCEPTANCE CRITERIA OF FIGURE 3.7-34 TO SHOW MASSES AND DEGREES OF FREEDOM FOR SRP SECTION 3.7.2 THE SURGE LINE INCORPORATED INTO CESSAR AMEND Q. 3.7.3-2 STAFF WILL CONFIRM THAT RESPONSES CLOSED NOTE IN TABLE 3.7-1 OF CESSAR AMEND N HAS BEEN REVISED TO RAIS Q210.36 AND Q210.37 ARE TO STATE THAT CODE CASE N-411-1 DAMPING VALUES MAY BE IMCORPORATED INTO CESSAR USED AS LIMITED BY RG 1.34. C:\ALI\CEFSER\80PDSER.007 1 of 7
4 DSER OPEN REVIEW COMMENTS , ITEM STATUS 2.4.14-1 APPLICANT SHOULD REVISE LETTER CLOSED INCORPORATED INTO CESSAR AMEN N. LD-92-045 TO REMOVE REFERENCES NOT ADDRESSED BY CESSAR 2.5-1 APPLICANT SHOULD USE UNVELOPE CLOSED ADEQUATE RESPONSE PROVIDED IN THE CESSAR. RESPONSE SPECTRA FOR DESIGN ANALYSIS OF CAT I STRUCTURES 2.5.2.5.1-1 TIME HISTORIES FOR CMS 2 DO NO CLOSED RESPONSE (12/23/92) TECHNICALLY ACCEPTABLE. TRACK UNDER
- SATISFY SRP 3.7.1 FOR 7 % DAMPING OPEN ITEM NO 3.7.1-1.
2.5.2.5.1-2 SIGNIFICANT " VALLEY" IN CLOSED RESPONSE (12 /,?3/92 ) IS ACCEPTABLE. FOUNDATION SPECTRA PRESENTED IN A PREVIOUS MEETING MUST BE ADDRESSED. 2.5.2.5.1-3 CESSAR SHOULD BE REVISED TO CLOSED AMEND N TO CESSAR IS ACCEPTABLE. FURTHER REVIEW OF CMS 1 INCLUDE CMS 1 AND CMS 3 AND CMS 3 WILL BE TRACKED UNDER OPEN ITEM 2.5-1. 2.5.2 5.1-4 STAFF MUST REVIEW FORMAL CLOSED CESSAR NEEDS TO ELABORATE FURTHER ON THE USE OF CONTROL DISCUSSION IN CESSAR ON HOW CMS 1 WILL BE MOTION CMSI. FURTHER REVIEW WILL BE TRACKED UNDER OPEN USED ITEM 2.5-1. 2.5.2.8-1 APPLICANT SHOULD ADDRESS SOIL CLOSED
- RESPONSE (12/23/92) IS ACCEPTABLE AND HAS BEEN PROPERTIES ASSOCIATED WITH COMPRESSION INCORPORATED INTO THE CESSAR AMEND N.
WAVES. 2.5.3-1 APPLICANT SHOULD CLEARLY STATE IN CLOSED AMEND N TO CESSAR IS ACCEPTABLE. CESSAR THAT PLANT WILL NOT BE DESIGNED TO WITHSTAND SURFACE FAULTING. 3.5.3-1 APPLICANT SHOULD INCORPORATE CLOSED ** CESSAR AMEND N INCORPORATES TABLE 1, SRP 3.5.3 AS TABLE TABLE 1 OF SRP 3.5.3 INTO CESSAR. 3.5-3.
- ABB-CE NEEDS TO INCORPORATE MATERIAL PRESENTED IN AUDIT MEETINGS INTO CESSAR
- ABB-CE NEEDS TO REVISE TABLE 3.5-3 OR CLARIFY TEXT TO SPECIFY APPLICABLE f.' AND TORNADO WIND VELOCITY C:\ALI\CEFSER\80PDSER.007 2 of 7 i
, . - - . . _ _ _ _ _ _ _ _ - - -~- - -- _ _ , - - . _ _ _ - _ - _ _ _
I DSER OPEN REVIEW COMMENTS ITEM STATUS 3.7-I APPLICANT MUST COMPLETE SEISMIC OPEN SEISMIC ANALYSES ARE NOT COMPLETE AND THERE ARE SEVERAL ANALYSES OF ALL CAT I STRUCTURES AND (AUDIT) OPEN ISSUES REGARDING APPLICANT'S SEISMIC ANALYSES. UPDATE THE CESSAR TO INCLUDE TIER 1 AND 2 INFORMATION 3.7.1-1 T/H'S OF CMS 2 DO NOT SATISFY SRP CLOSMD RESPONSE (12/23/92) IN CONJUNCTION WITH LETTER LD 3.7.1 CRITERIA FOR 7 % DAMPING. 030 (2/25/92) TECHNICALLY ACCEPTABLE. SEE ALSO ITEM 2.5.2.5.1-1. , 3.7.1-2 SUBMIT T/H'S AND CORRESPONDING CLOSED RESPONSE (12/23/92) AND CESSAR AMEND P ACCEPTABLE. RESPONSE SPECTRA FOR CMS 1 AND CMS 3. 3.7.1-3 APPLI: ANT SHOULD CLARIFY IF N-411 CLOSED NOTE IN TABLE 3.7-1 OF CESSAR AMEND N HAS BEEN REVISED DAMPING WILL BE USED AS PER RG 1.84 TO STATE THAT CODE CASE N-411-1 DAMPING VALUES MAY BE USED AS LIMITED BY RG 1.84. 3.7.2-1 SEISMIC ANALYSES FOR ALL SEISMIC CLOSED TRACK UNDER OPEN ITEM 3.7-1. CAT I STRUCTURES ARE NOT COMPLETE 3.7.2-2 STAFF REQUIRES THAT DETAILED CLOSED
- CALCULATIONS ARE AVAILABLE IN AUDITABLE FORM.
PROCESS OF DEVELOPING DYNAMIC MODELS OF NUCLEAR ISLAND STRUCTURES, INCLUDING FINE-TUNING BE DOCUMENTED IN AN AUDITABLE FORM 3.7.2-3 APPLICANT SHOULD DEMONSTRATE THAT CLOSED TRACK UNDER ITEM NOS 12(c), 19, 20, AND 21 OF JUNE 8-10, THE 13 GENERIC CDIL CONDITIONS PROVIDE A 1993 SEISMIC ANALYSIS AUDIT. CONSERVATIVE ENVELOPE 3.7.2-4 APPLICANT SHOULD DEFINE CRITERIA CLOSED RESPONSE PRESENTED IN LETTER OF 2/2/93 AND 6/8 TO TO ENSURE THAT THE STICK MODELS DEVELOPED 6/10/93 AUDIT IS ADEQUATE. ARE EQUIVALENT TO THE 3-D FINITE ELEMENTS AND CONNECTION TO OUTSIDE WALLS IS PROPERLY REPRESENTED
- ABB-CE NEEDS TO INCORPORATE MATERIAL PRESENTED IN AUDIT MEETINGS INTO CESSAR. THIS INCLUDES GENERAL METHODOLOGY / PROCEDURE, NO. OF MODES MATCHED, % DIFFERENCE BETWEEN FEM AND STICK HODEL FREQUENCIES ETC.
? 4 C:\ALI\CEFSER\80PDSER.007 3 of 7
DSER OPEN REVIEW COMMENTS ITEM STATUS
- 3.7.2-5 APPLICANT SHOULD DEMONSTRATE THAT CLOSED RESPONSE (12/23/92) IS ADEQUATE.
ISSUES ADDRESSED IN SRP 3.7.2 PARA II.1.A(III) ">N REDUCING LARGE STATIC MODELS, HAVE BEEN SATISFACTORILY CONSIDERED 3.7.2-6 APPLICANT SHOULD DESCRIBE CLOSED CESSAR MARK-UP PROVIDED (JUNE 21-23 AUDIT) INCORPORATED ANALYSIS METHODS AND DESIGN CRITERIA THAT INTO CESSAR AMEND Q. MARGIN OF SAFETY SAME AS CAT I NILL BE USED TO ENSURE STRUCTURAL STRUCTURES.
- INTEGRITY OF NON-SAFETY RELATED STRUCTURES 3.7.2-7 APPLICANT SHOULD CLARIFY CESSAR CLOSED TRACK UNDER OPEN ITEM 2.5-1.
3.7.2.9 TO CLEARLY DESCRIBE PROCEDURES USED TO ACCOUNT FOR VARIATION IN SOIL PROPERTIES 3.7.2-8 APPLICANT SHOULD PROVIDE CLOSED CESSAR MARK-UP PROVIDED (JUNE 21-23 AUDIT) INCORPORATED DEFINITIONS OF DAMPING TERMS USED AND INTO CESSAR AMEND Q. GUIDANCE FOR ESTIMATING PROPORTIONAL DAMPING RATIO FOR TIME HISTORY METHOD 3.7.3-7 APPLICANT SHOULD PROVIDE GENERIC TECH ABB-CE TO MAKE THIS A COL ITEM. APPROACHES / ACCEPTANCE CRITERIA USED IN RESOLVED EVALUATING INTAKE STRUCTURE 3.7.3-9 APPLICANT SHOULD PROVIDE GENERIC OPEN RESPONSE (2/2/93) ONLY PROVIDES APPLICABLE CODES. APPROACHES / ACCEPTANCE CRITERIA FOR BURIED APPROACH FOR EVALUATION HAS NOT BEEN PROVIDED. REWRITE OR ABOVE GROUND TANKS 1T) ADDRESS BORIC ACID TANKS. 3.7.3-10 APPLICANT SHOULD PROVIDE GENERIC OPEN APPROACH AND CRITERIA FOR BURIED PIPING HAS BEEN APPROACHES AND ACCEPTANCE CRITERIA FOR PROVIDED. APPLICANT NEEDS TO PROVIDE EVALUATION AND EVALUATION OF BURIED PIPING, CONDUITS, AND ACCEPTANCE CRITERIA FOR CAT I BURIED CONDUITS AND TUNNELS TUNNELS. 3.7.4-1 APPLICANT SHOULD CLARIFY CESSAR TECH ABB-CE WILL INCORPORATE DRAFT REGULATORY GUIDE DG-1016 2 SECTION 3.7.4.4 BY REQUIRING THE PLANT RESOLVED FOR SEISMIC INSTRUMENTATION AND ADDRESS EXCEEDANCE OF l OPERATING PROCEDURES TO DEFINE EARTHQUAKE LEVEL OF INTEREST. ABWR WRITE-UP PROVIDED l "SIGNIFICANT EXCEEDANCE" OF DESIGN TO ABB-CE.
- EARTHQUAKE LEVEL OF INTEREST i
l i C:\ALI\CEFSER\80PDSER.OD7 4 of 7
, . _ . u__--_n__ _ . . - - , 2 - _~ . _ . . - - _ . . . _ . - - . _ _ _ . , _ _ _ _ . _ . _ _ _ _ . - _ _ . ~ - - . _ _ _ _ _ _ _ _ _ - _ _
s DSER OPEN REVIEW COMMENTS
- ITEM STATUS 3.8.2-9 APPLICANT SHOULD SUBMIT PRE- CLOSED TRACK UNDER OPEN ITEM NO 3.8.2-4.
BUCKLING STRESSES FOR THE MOST HIGHLY STRESSED MERIDIAN AND VERIFY THAT STRESSES AT BUCKLING ARE IN THE ELASTIC RANGE 3.8.2-10 APPLICANT SHOULD VERIFY THAT CLOSED TRACK UNDER SEVERE ACCIDENT ANALYSIS REVIEW SANDIA STRAIN CRITERIA HAVE BEEN SATISFIED FOR ALL STRAINS IN AXISYMMETRIC ANALYSIS MODEL 3.8.2-11 APPLICANT SHOULD DESCRIBE THE CLOSED CESSAR MARK-U6 PROVIDED (JUNE 21-23 AUDIT) INCORPORATED METHOD TO BE USED TO VERIFY THAT ALL INTO CESSAR AMEND Q. STRAINS AT THE DISCONTINUITIES SATISFY SANDIA STRAIN CRITERIA 3.8.2-12 APPLICANT SHOULD PROVIDE A CLOSED CESSAR MARK-UP PROVIDED (JUNE 21-23 AUDIT) INCORPORATED CORROSION ANALYSIS OF THE CONTAINMENT FOR INTO CESSAR AMEND Q. A 60-YEAR PLANT DESIGN LIFE 3.0.3-1 APPLICANT SHOULD EXPLICITLY CONF ABB-IMPELL PRESENTATION OF JUNE 8-10 IS TECHNICALLY ADDRESS THE EFFECTS OF CONCRETE CRACKING ADEQUATE. INCORPORATE CONSIDERATION AND JUSTIFICATION IN SEISMIC ANALYSIS OF ALL CATEGORY I OF CONCRETE CRACKING IN SEISMIC ANALYSIS INTO CESSAR. STRUCTURES 3.8.4-1 APPLICANT SHOULD P"'?IDE DESIGN OPEN DESIGN DESCRIPTIONS, CRITERIA AND SEISMIC ANALYSIS DESCRIPTIONS, ASSUMPTIONS CRITERIA FOR (AUDIT) RESULTS FOR CATEGORY I STRUCTURES OTHER THAN NI AND NA ALL SE.ISMIC CATEGORY I STRUCTURES NEEDS TO BE IMPROVED. 3.8.*4-2 APPLICANT SHOULD CLARIFY ITS TECH RESPONSE (2/2/93) DOES NOT SPECIFICALLY ADDRESS COMMITMENT TO DESIGN ALL SUBCOMPARTMENTS RESOLVED SUBCOMPARTMENTS. ABB-CE NEEDS TO PROVIDE MORE DETAILS FOR GLOBAL PRESSURE / TEMPERATURE EFFECTS ON PRESSURE VALUES, PIPE WHIP RESTRAINT DESIGN AND WALL DESIGN FOR ANCHOR LOADS. C:\ALI\CEFSER\80PDSER.007 6 of 7
l DSER OPEN REVIEW COMMENTS , ITEM STATUS 3.8.5-1 APPLICANT SHOULD PROVIDE A TECH DESCRIPTION OF DESIGN, ASSUMPTIONS AND CRITERIA FOR DESCRIPTION OF THE DESIGN, ASSUMPTIONS AND RESOLVED FOUNDATIONS OF ALL SEISMIC CATEGORY I STRUCTURES HAS CRITERIA FOR THE FOUNDATIONS MATS FOR ALL NOT BEEN PROVIDED. CATEGORY I STRUCTURES INCLUDING CONTAINMENT AND INTERNAL STRUCTURES 3.8.5-2 APPLICANT SHOULD COMPLETE DESIGN TECH DESIGN ANALYSIS OF FOUNDATION MAT FOR NUCLEAR ANNEX AND ANALYSIS OF THE FOUNDATION MATS FOR RESOLVED CONTAINMENT AND INTERNAL STRUCTURES IS NOT AVAILABLE IN NUCLEAR ANNEX AND CONTAINMENT AND INTERNAL (AUDIT) AUDITABLE FORM. , STRUCTURES 3.8.5-3 APPLICANT SHOULD PROVIDE TECH RESPONSE (11/24/92 AND 12/18/92) IS M) EQUATE FOR DESIGN ACCEPTANCE CRITERIA REGARDING THE FACTORS RESOLVED BASIS AND HAS BEEN INCORPORATED INTO CESSAR. HOWEVER, OF SAFETY AGAINST OVERTURNING, SLIDING AND APPLICANT SHOULD ADDRESS THIS ISSUE FOR BEYOND DESIGN FLOATING OF THE SPHERICAL CONTAINMENT BASIS ACCIDENT AS PART OF PRA. APPLICANT STATED IN JUNE 8-10 AUDIT THAT STUDS WILL BE USED TO PREVENT RELATIVE MOTION BETWEEN VARIOUS PARTS OF NI. HOWEVER, NO FORMAL COMMITMENT WAS MADE AND CONIAINMENT ANCHORAGE IS NOT ADDRESSED IN THE CESSAR. 3.9.3.1-9 APPLICANT SHOULD SUBMIT TECH APPLICANT NEEDS TO RESOLVE OPEN ITEMS RELATED TO HVAC EXPLICIT INFORMATION REGARDING PROPOSED RESOLVED AND SUPPORT DESIGN CRITERIA. DESIGN CRITERIA TO BE USED FOR DUCT SUPPORT CONSTRUCTION 3.9.3.4-3 APPLICANT'S COMMITMENT TO ACI- TECH APPLICANT NEEDS TO INCORPORATE NRC EXCEPTIONS TO ACI-349 IS UNACCEPTABLE BECAUSE ACI-349, APP B RESOLVED 349, APPENDIX B. HAS NOT BEEN ENDORSED BY THE STAFF C:\ALI\cEFSER\80PDSER.007 7 of 7
- ._ . __ _ __ _ ._ - - _ _ _ .. ~ _ .- _ _ . . _ _ _ . .
i ENCLOSURE 4B
. STATUS OF OPEN ISSUES STRUCTURAL METHODOLOGY AUDIT - MARCH 17 - 18. 1993 31d Seismic SSI Analysis and Buildina Models (1) In the development of independent stick models, connecting walls between various areas are arbitrarily divided in half, and therefore, the overall dynamic behavior of the building including the torsional mode might not be adequately represented. ABB-Impell should justify that the dynamic model is adequately developed and explain how the torsional effects are considered.
Current Status: Closed *.
- ABB-CE needs to incorporate material presented in audit meetings into CESSAR.
(2) Justification should be provided to demonstrate that stick models properly ' represent 3-D structures including fine tuning of stick models and the effect of concrete cracking. Current Status: Closed *.
- ABB-CE needs to incorporate material presented in audit meetings into CESSAR.
(3) ABB-CE should provide the methodology for the seismic analyses of the Radwaste Building and the Turbine Building structures because the NI is affected by the lateral soil pressure surcharge caused by these structures. Current Status: Open. (4) ABB-CE should provide details of the site interface requirements including conceptual details of the seismic Category I dike. Current Status: Closed. (5) ABB-CE committed that the System CE 80+ plant shall have solid state relays to eliminate relay chatter. This would provide part of the justification for the comparison of site specific spectra to the CESSAR-DC spectra in the 1-20 Hz range. Current Status: Closed. (6) The site acceptance criteria flow chart shown in Enclosure 2A should be revised to ensure that the exceedance rather than average exceedance of site-specific surface or foundation spectra over the spectra due to CMS 1, or CMS 2, or CMS 3 would be less than 10 %. Furthermore, the NRC staff will verify whether the comparison in the 1-20 Hz frequency range rather than 1-33 Hz range is adequate. C:\ALI\CEFsER\8oPDSER.oo7 1 of 6 1
Current Status: Closed. (7) In the CESSAR-DC, ABB-CE should provide a basis for the selection of key locations for providing in-structure response spectra. The staff suggested that tb list of locations should include the operating floor. Current Status: Closed. (8) ABB-CE should provide the detailed methodology for the determination of dynamic lateral soil pressures on embedded walls. Current Status: Technically Resolved *.
- ABB-CE needs to incorporate material presented in audit meetings into CESSAR.
(Sj ABB-CE should provide the methodology and its basis to account for concrete cracking. In addition, ABB-CE should assess the need to combine the cracked building model with the site condition that has a fundamental soil column frequency close to building frequency in the analysis. Current Status: Closed. (10) ABB-Impell should check the significant modes of vibration of the stick model and identify and verify the torsional modes of vibration. Additionally, a , verification of the modal frequencies of the stick model should be made by comparing them with the frequencies obtained from a detailed finite element model such as the static tadel. Current Status: Closed. (11) ABB-Impell should provide plots of bending moments of the NI basemat using Winkler springs including the V - 500 fps case and provide comparison with the finite element (FE) results. Iurthermore the FE model of the soil should be deeper and the sensitivity of the response of outer walls should be investigated. Current Status: Closed. (12) ABB-CE should provide the detailed calculation of the stiffness properties of various stick models and the methodology for matching the frequencies and mode sh? pes with the 3-D models. Current Status: Closed *.
- ABB-CE needs to incorporate material presented in audit meetings into CESSAR.
(13) Enclosure 2D of the presentation material states that the basis for not considering the flexibility of the floor slabs is that the slabs have a minimum of 3 ft thickness, and the maximum plan dimensions are approximately 25 ft x 25 ft, with natural frequency in the rigid range (> 33 Hz). The NRC staff stated that the flexibility of floor slabs in the seismic analysis should be further evaluated because of the cracks that might develop in the slabs, consideration of appropriate boundary condition; and the unexpected heavy weights placed on the C:\ALI\CEFSER\80PDSER.oo7 2 of 6
I l I floors. Current Status: Technically Resolved *. . ,
- ABB-CE needs to incorporate 'inaterial presented in audit meetings into l CESSAR. :
(14) NRC observed that in addition to the enveloped seismic acceleration profiles ', provided in Enclosure 2D, actual profiles for each stick should be provided. Current Status: Closed. ! i (15) The characteristics of the backfill material (concrete or engineered soil) for ! the rock sites should be provided and appropriately considered in the analysis : and design. , Current Status: Closed *. ,
- ABB-CE needs to incorporate material presented in audit meetings into CESSAR.
(16) The stick model for the spent fuel pool area should include the water convective . mass effect. Also address: ! effect of fuel rack drop design of liner plate for free standing racks Current Status: Closed *. !
- ABB-CE needs to incorporate material presented in audit meetings into l CESSAR.
(17) The site parameter table should include a note stating that the lower bound (the lowest value including uncertainty effect) of the best estimate of soil shear wave velocity will be no less than 500 fps. Current Status: Closed.'
* = 700 fps Table in Section and minimum 2, CESSAR bearing capacity will
- 12be ksf.revised to isindicate Analysis done forminimum V, - V,500 fps t account for soil variability.
(18) ABB-CE should address how the coarse mesh size of the FE model in the static analysis accounts for local effects such as out of plane shear and bending. Current Status: Closed".
- ABB-CE needs to incorporate material presented in audit meetings into I
CESSAR. l (19) ABB-CE should provide the details of the methodology for the 2-D structure-to-structure interaction analysis of the NI structure and other structures in the SASSI model. ! Current Status: Closed *.
- ABB-CE needs to incorporate material presented in audit meetings into CESSAR.
C:\ALI\CEFSER\80PDSER.oo7 3 of 6
l 38.2 Desian of Non Nuclear Island Cateaory I and II Structures (1) SWEC indicated that the seismic input for NNI structures will be provided by ABB- : Impell based on the SSI analysis of NI structures. ABB-CE should include a discussion of this interface methodology in the CESSAR-DC. , Current Status: Closed. < (2) ABB-CE should provide the details of the structural analysis and design ; methodology for the seismic Category II Turbine Building. Current Status: Closed. ; (3) The structural analysis and design methodology for the Diesel Fuel Building. should address the effect of fire and potential hydrogen explosion due to its ! proximity to hydrogen tanks. ; Current Status: Open. - ) (4) There is a discrepancy in the wind speed (110 mph versus 130 mph) in various ; i documents such as CESSAR-DC and draft Structural Design Criteria. ABB-CE should ; l clarify wind load criteria. i ! ! Current Status: Closed. [ ) (5) Buried piping design criteria have been developed by ABB-Impell but were not '
, included in the ABB-CE response to DSER open items nor in the CESSAR-DC. ABB-CE >
j should provide the buried piping design criteria for staff review. ; 1 ; i Current Status: Closed. 7 38.3 Desian Issues j (1) When reinforcing cages are used in modular construction and splices are _at the j same location, doubling of the amount of reinforcement, as required by code . j provisions, should be discussed in the CESSAR-DC and the SDCS. I 1
- Current Status: Closed.
2 (2) External pressure condition due to malfunction of HVAC equipment should be
- investigated for the design of the shield building.
l Current Status: Open*.
- ABB-CE needs to check.
] 4 (3) The protection of the fire suppression system from natural hazards should be ll addressed. , i i Current Status: Closed *. i
- Not a design issue. Potential severe accident issue.
(4) The SDCS sbuld clearly state that in the case of conflicts between industry ! C:\ALI\CEFSER\80PDSER.oo? 4 of 6 1' i 4
codes and standards and the CESSAR-DC commitments, the CESSAR-DC commitments would govern. . Current Status: Closed. (5) The SDCS should address c.orrosion protection of metal structures and reinforcing bars. , Current Status: Open. (6) Various documents present discussions in metric units but U.S. customary units , would govern the construction. ! l Current Status: Closed. , (7) ABB-CE should design all subcompartments for the appropriate design pressures. Current Status: Closed. i (8) ABB-CE should provide in-structure response spectra, acceleration profiles, i overturning moments, and base shear in the CESSAR-DC. Current Status: Closed *.
- ABB-CE needs to check for completeness.
(9) ABB-CE should provide structural design details of removable block walls, if applicable, in the CESSAR-DC. Current Status: Technically Resolved. (10) The SDCS should provide structural analysis and design methodology for buried piping. This information should also be included in the CESSAR-DC. Current Status: Closed. l (11) ABB-CE should consider both the global and local effects of live load in seismic analysis and structural design. Current Status: Closed *.
- ABB-CE needs to incorporate material presented in audit meetings into CESSAR.
(12) ABB-CE should provide the location of the ASME jurisdictional boundary for RPV supports. Current Status: Open. l l (13) The structural details design should be included in an Appendix to CESSAR-DC. l Current Status: Technically Resolved. 1 C:\ALI\CEFSER\BoPDSER.oo7 s of 6
~^
i t i ! I (14) ABB-CE should include the following items in the CESSAR-DC for the 10 critical areas selected by DES: 1
- Add a section between Radwaste Building and the NI wall.
Provide a connection detail for steel columns inside the containment. j i Current Status: Technically Resolved. ! 2.1 Status of Seismic Marain Analysis l l t (1) ABB-CE should address whether programmable digital logic control circuits are l l subject to fragility from seismic motions. I r Current Status: Technically Resolved. , 1 (2) Valve fragility should be based on worst case amplification, and the fragility calculations of the CRD and core should be provided for staff review. l Current Status: Technically Resolved.(NRC staff to perform audit) I i l l I l l l I C:\ALI\CEFSER\8oPDSER.oo? 6 of 6 i i
e
- ENCLOSURE 4C l STATUS OF OPEN ISSUES HVAC/ CABLE TRAY DESIGN AUDIT - MAY 18 - 19. 1993 CRITERIA FOR DUCis0RK AND SUPPORTS CESSAR APPENDIX 3.9A 211 GENERAL (1) Describe the applicable codes for bolts and welds, particularly for connections between interfacing elements such as ductwork and steel angle members or between ductwork and supports.
Current Status: Closed. (2) Note that ANSI /AISC N690 is not fully endorsed by NRC. Current Status: Closed. (3) DSDG specifies that ASME code will be used for ductwork constructed of piping. Provide justification for not using appropriate sections of AISC or AISI for round sections. Current Status: Closed. 2 2.1 Eressure (4) Pressure effects should include operating and accident pressures. Current Status: Closed. (5) Provide equations or methodology for calculating duct stresses due to internal pressure. Current Status: Closed. Incorporated into CESSAR Amendment R. 2.2.2 Gravity (6) Gravity loads should include allowance for fire proofing material, if applicable. Current Status: Closed. 22213 Thermal (7) Thermal loads should include operating and accident temperatures. Current Status: Closed. (8) DSDG states that for ductwork exposed to high temperatures, thermal loads will be considered. State the basis for defining "high" temperature. Current Status: Closed. 21224 Seismic C:\ALI\CEFSER\80PDSER.oo7 1 of 5
(9) Seismic load effects should include global and local effects. Global effects are determined by beam type analysis and local effects are determined by ar.alysis of panels bounded by stiffeners and subjected to pressures due to inertial loads. Current Status: Closed. Incorpcrated into CESSAR Amendment R. (10) DSDG should clarify what are the "other less conservative methods" for combining 3-D earthquake effects. Current Status: Closed. 2.2.5 Wind / Tornado (11) Safety related ductwork exposed to wind / tornado should be designed for missiles due to tornados in addition to pressures due to these effects. Current Status: Closed. Incorporated into CESSAR Amendment 3. 2.2.6 11vg (12) Provide the basis for the 250 # lhe load at mid span. Current Status: Closed. 2.J DESIGN LOAD COMBINATIONS (13) Load combinations are not complete since effects such as P,, P T , etc are not included. Also, the combinations are given as service leve T ,ls',A,,B, C, and D whereas the applicable cited codes (such as AISC/ ANSI N690) define load combinations as severe, extreme etc. Load combinations should be revised for consistency with the applicable codes. Current Status: Closed. 2.4.3 Seismic Analysis (14) First sentence in Section 2.4.3.2 is incomplete. Current Status: Closed *.
- Incorporated into CESSAR Amend Q.
(15) Specify the method for calculating the beam section properties and masses to be used in the seismic analysis. Current Status: Confirmatory. SMACNA is used as per ABB-CE letter LD-93-138, dated September 23, 1993. (16) Specify the method of calculating the support frequencies and the method of modeling the supports in the duct seismic analysis. Current Status: Closed. Incorporated into CESSAR Amendment R. (17) Specify the response spectra to be used for duct seismic analysis when the duct is supported at multiple locations. c:\Au\CEFSER\BoPDSER.oo7 2 of 5
i l l Current Status: Closed. Incorporated into CESSAR Amendment R. l (18) Specify the methodology for establishing the cut-off zero period acceleration frequency to be used for the simplified static analysis method. This frequency should take.into account the frequencies of both the duct span and the support. Current Status: Closed. , (19) Describt. the methodology to be used for taking into account the contribution of those moves whose modal contributions were not included since their modal frequencias exceeded the cut-off frequency (missing mass contribution). i Currett Status: Closed. (20) The effect of eccentricity of forces relative to the duct centerline should be , considered. I Current Status: Closed. L5 All0WABLE STRESS CRITERIA (21) Provide the method of calculating actual tensile, compressive, and bending ' stresses for comparison with the allowable stresses. In particular, describe the l method for calculating the sectional properties of the duct cross-section to be used in calculating the actual stresses. Current Status: Closed. See item 15. (22) Provide the basis for the allowable stresses specified for ductwork as well as supports. The current description is neither complete nor consistent. ' Current Status: Closed. Incorporated into CESSAR Amendment R. CRITERIA FOR CABLE TRAY / CONDUIT AND SUPPORTS 3_d GENERAL (1) Describe the applicable codes for bolts and welds, particularly for connections l between interfacing elements such as connections between cable trays and
- supports.
Current Status: Closed. (2) Note that ANSI /AISC N690 is not fully endorsed by NRC. Current Status: Closed. i 3.2.5 Overlappino Reaions , (3) Specify the criteria that will be used to design non-safety related cable tray and conduit that pass over or near safety related structures, systems or components. C:\ALI\CEFSER\80PDSER.oo? 3 of 5
. o l i Current Status: Closed. Incorporated into CESSAR Amendment R. L3 DESIGN LOAD COMBINATIONS AND STRESS LIMITATIONS l (4) The terminology for service load combination limits should be consistent with the applicable codes or the SRP. Current Status: Clostd. (5) Provide the basis for using the stress limit coefficient of 1.6 for the service load combination including SSE. In particular, justify the use of this factor for compressive stresses. Current Status: Closed. (6) Provide the allowable stresses for welds and bolts. Current Status: Closed. 3.4 DAMPING VALUES (7) Conduits are pipe-like members and hence damping values for the piping corresponding to the appropriate conduit size should be used unless justified otherwise. Current Status: Closed *.
- Incorporated into CESSAR Amend Q.
(8) Provide the justification of using 5% damping for combination welded / bolted structures in lieu of the appropriate modal damping values. Current Status: Closed. 3.5 CABLE TRAY SEISMIC OVALIFICATION PROCEDURE 3.5.1 Cable Tray Properties (9) The discussion in this section is based on a specific configuration of the cable tray section as shown. The DSDG should be revised to either provide methodology for generic sections or state specifically that the cable tray sections will be limited to the typical section shown. J Current Status: Closed. (10) Provide the justification for using an effective moment of inertia of two-thirds of that corresponding to the ultimate buckling load obtained in the load test. Current Status: Closed. Incorporated into CESSAR Amendment R. 3.5.2 Allowable Moments (11) Provide the methodology for calculating the values of "I" and "C" in the equation. How is !ae effect of lateral members, either ladder type or solid, considered in these computations. Also provide a more complete definition of the allowable stress "Fb "- I 1 l C:\ALI\CEFSER\80PDSER.oo7 4 of 5
Current E :as: Closed. 3,5,3 Seismic Analysis 3.5.3.2 Dynamic Analysis Method (12) Define the methodology for deterr.ining the cutoff frequency for the zero period acceleration. Current Status: Closed. i (13) Specify the method of calculating the support frequencies and the method of modeling the supports in the cable tray / conduit :sismic analysis. Current Status: Incorporated into CESSAR Amendment R. Closed. l (14) Specify the response spectra to be used for cable tray / conduit seismic analysis j w'en the cable tray / conduit are supported at multiple locations. , Current Status: Closed. ; (15) Specify the methodology for establishing the cut-off zero period acceleration i frequency to be used for the simplified static analysis method. This frequency ; should take into account the frequencies of both the cable tray / conduit span and the support. Current Status: Closed. , t (16) Describe the methodology to be used for taking into account the contribution of those modes whose modal contributions were not included since their modal i frequencies exceeded the cut-off frequency (missing mass contribution). 4 Current Status: Closed. ; I i i C:\ALI\CEFSER\BOPDSER.oo7 5 of 5 i
ENCLOSURE 4D STATUS OF OPEN ISSUES SEISMIC MODELING/ ANALYSIS AUDIT - JUNE 8 - 10. 1993 (1) CE presented several general concepts for the calculation of basemat uplift. CE needs to select and finalize a calculation method and submit it to the staff for review. Uplift analyses will be performed for individual soil cases rather than an envelope of all soil cases. Current Status: Technically Resolved. (2) The site acceptance criteria is based on a set of 12 generic soil profiles. Adequacy of Option 3 of the acceptance criteria for subsystem design needs to be addressed for multi-modal subsystems. In addition, floor response spectra at key locations associated with Options 2 and 3 should be included in the CESSAR. Current Status: Open. (3) The envelope spectra being considered is a jagged spectra which has valleys at frequencies between the peaks of the individual soil column response. These valleys should be suitably smoothed to ensure that slight variations within the soil columns are incorporated. Current Status: Closed. (4) CE will use ACI Code Section 21 and revise the CESSAR to reflect this position. Current Status: Technically Resolved. (5) The NI/NA FEM will be used for global in-plane distribution of forces. CE presented a general concept for the design of walls for out-of-plane bending. CE will finalize the concept and submit it to the staff for review. Current Status: Technically Resolved. (6) CE will modify site acceptance criteria flow chart by eliminating the comparison l of spectra at foundation level and the first two diamonds in the "No" route. CE j will also perform a sensitivity study for multi-modal systems to see if a comparison of site specific surface spectra to the envelope of CMS 1, CMS 2, and CMS 3 can be usei instead of comparing the site-specific spectra to individual CMS's in the flow chart. Current Status: Confirmatory. (7) Site acceptance criteria include minimum soil bearing capacity of 15 ksf and lower bound shear wave velocity of 500 fps. It is not clear how the 15 ksf bearing capacity can be achieved in a soil profile with 500 fps shear wave velocity. l l Current Status: Technically Resolved. Minimum V, = 700 fps and minimum i bearing capacity - 12 ksf. l c:\Au\czrsrR\soPDSER.Oo7 1 of 3 , i
(8) CE will use symetrical reinforcement pattern for the basemat to address the issue associated with the basemat differential settlement. Current Status: Closed *.
- Incorporated into CESSAR Amenu 0 (9) CE has added one additional pnint (i.e., the top of shield building) at which floor response spectra will be developed and included in the CESSAR.
Current Status: Closed. (10) In the SSI methodology for calculatir, lateral soil pressures, CE will use horizontal rigid links between the s'oe walls instead of the rigid beams proposed to simulate the side walls. l i Current Status: Closed. (11) CE needs to perform sensitivity analysis regarding (a) relative dimensional , mismatch between the crane wall and the lower support structure, and (b) relative l displacement in the foundation. 1 Current Status: Open. (12) In the SSI analysis, sensitivity of the surface motions to the three effects . needs to be addressed: l (a) effect of depth on degradation in soil stiffness and damping for deep soil ; sites, (b) degradation sensitivity to soil type (i.e., sand or silt), (c) effect of poisson's ratio (0.4 was assumed) on vertical SSI analysis. Current Status: (a): COL item, (b): COL item, (c): COL item. (13) CE needs to submit a marked-up CESSAR documenting all updates before the meeting , scheduled for June 21, 1993. ' Current Status: Closed. (14) CE needs to address issue associated with the effects of incoherent ground motion ' on the basemat, which has large horizontal dimensions, Sensitivity study with ; inclined seismic wave may be needed. ! Current Status: Technically Resolved. (15) CE needs to show that Winkler soil spring and the uniform soil spring derived from a finite element analysis are compatible for a governing SSI case. A comparison of global base shear and the lateral earth pressure needs to be performed. Current Status: Technically Resolved. (16) CE will clarify 'the statements regarding rigid body rocking modes on page 159, C:\ALI\CEFSER\80PDSER.oo7 2 of 3 s
i
. o Volume 1 of " Seismic Structural Model Development." ,
Current Status: Technically Resolved. ! (17) Detailed analysis of steel containment vessel and design calculation of concrete l structures needs to be performed. t i Current Status: Closed. j (18) CE will assess the hydrogen-combiner to see if it should be included in the i dynamic analysis. j Current Status: Closed. j (19) The rut-off frequencies used in the SHAKE computations impact the stress computations. For soft sites with low frequency cut-off, what was the impact of ' frequency cut-off on the high frequency computation in the soil column? What was , the criteria for selecting the cut-off frequency? Cur,ent Status: Technically Resolved. - j l (20) All soil columns typically have spectral peaks which fall in the range of about ! 1 Hz to 20 Hz. At the low frequency end, are there systems (such as sloshing fluids) which are of concern which require inputs of frequencies less than 1 Hz, [ e.g., crane frequency. The spectra for soil column D1 exceeds spectra for other soil cases at frequency below 0.7 Hz. Current Status: Open. (21) Are deep soil sites of relatively stiff soils covered in the range of columns investigated? Current Status: Te9nically Resolved. > f (22) Vent stack is seismic Category I but is not designed for tornados. CE needs to provide justification. Current Status: Technically Resolved. Vent stack is non-seismic Category I. (23) Structural design criteria Chapter 10 should address uplift in addition to ! sliding and overturning. Current Status: Closed. l t t l C:\ALI\CEFSER\80PDSER.oo? 3 of 3
a l i ..e i ENCLOSURE 4E t OPEN ISSUES STRUCTURAL DESIGN AUDIT - JUNE 21 - 23. 1993 i - 4
- (1) For the design of Category I buildings with flat roofs, consideration for ;
i probable maximum precipitation and how it is handled needs to be considered. i 1
- To be incorporated into Structural Design Guide. J
, Current Status: Technically Resolved. .) (2) SWEC/CE needs to provide justification that the equipment room attached to the ! Diesel Fuel Storage Structure (DFSS) is non-Category I and the MCC's in the ; equipment room are not safety related. 4 Current Status: Technically Resolved. ! (3) SWEC/CE needs to define the distance and orientation of the DFSS with respect to , the NI/NA structure. l
- To be incorporated into CESSAR.
Current Status: Technically Resolved. , l i i 4 i i C:\ALI\CEFSER\BoPDSER.oo7 1 of I
k .* c ENCLOSURE 4F OPEN ISSUES STRUCTURAL DESIGN AUDIT - AUGUST 10 - 11. 1993 (1) DESI needs to resolve the issue of properly applying the horizontal and vertical earthquake effects. Currant Status: Open. ABB-CE/DESI provided the response shown in Encl. 3A but further clarification is needed. Also see item 6. (2) The thickened embedded portion of SCV at the bottom (2") is intended for corrosion allowance and, therefore, DESI should analyze the SCV for both 1 3/4" and 2" thickness in the bottom embedded region. Current Status: Closed. ABB-CE/DESI provided the response shown in Encl. 3A. (3) DESI needs to analyze the thermal buckling for the service level A loading of 290 F temperature and 53 psig pressure on the axisymmetric model. Current Status: Closed. ABB-CE/DESI provided the response shown in Encl. 3A. (4) There is a dif ference in the modeling of the worst imperfection wavelength between the DES) and Ames models. DESI needs to reconcile this difference in the modeling of the imperfection wavelength. Current Status: Closed. ABB-CE/DESI provided the response shown in Encl. 3A. (5) All hot pipe ptnetrations are connected to the SCV with bellows. ABB-CE needs to provide dis;.lacements limits and/or performance requirements for bellow connections. Current Status: Closed. ABB-CE/DESI provided the response shown in Encl. 3A. (6) The 100, 40, 40 rule for the combination of 3-D earthquake is referenced in Table 3.8-5 of the CESSAR. DESI needs to provide the description, justification, and references for this rule. Current Status: Open. ABB-CE/DESI provided the response shown in Encl. 3A but further clarification is needed. Also see item I. (7) The mesh size near the base in the DESI FEM is somewhat coarse and may not be able to represent the thermal stress gradient adequately. DESI needs to review their work and perform further work if necessary. Current Status: Closed. ABB-CE/DESI provided the response shown in Encl. 3A. c:\ALI\cersrR\soPDSER.Oo7 1 of 1 -__- -_-. _.}}