ML20057B658

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Summary of 930810 & 11 Meeting w/ABB-CE in Windsor,Ct Re Issues Raised in Sys 80+ Dser on Scv Stress & Buckling Analysis.W/List of Attendees & Handouts
ML20057B658
Person / Time
Site: 05200002
Issue date: 09/15/1993
From: Wambach T
Office of Nuclear Reactor Regulation
To:
Office of Nuclear Reactor Regulation
References
NUDOCS 9309230083
Download: ML20057B658 (46)
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{{#Wiki_filter:_ DCC IJ $ h & e, o G louq'o UNITED STATES ,g g NUCLEAR REGULATORY COMMISSION y y p, WASHINGTON, D. C. 20555 %... e,/ September 15, 1993 Docket No. 52-002 APPLICANT: ABB-Combustion Engineering, Inc. (ABB-CE) PROJECT: CE System 80+

SUBJECT:

SYSTEM 80+ STEEL CONTAINMENT VESSEL BUCKLING ANALYSIS MEETING

SUMMARY

AUGUST 10 AND 11, 1993 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 with Asea-Brown Bovari-Combustion Engineering (ABB-CE) and its consultants from Duke Engineering Services, Inc. (DESI) to review and discuss the details of buckling calculations for the System 80+ steel containment Vessel (SCV). The main purpose of the meeting was to discuss and resolve issues raised in the System 80+ DSER regarding the SCV stress and buckling analysis. A status of the outstanding DSER and previous audit open items was also discussed. The NRC audit team consisted of the Advanced Reactor Engineering Section of the ECGB and its consultants from Ames National Laboratory. is the list of attendees. and 3 were used by ABB-CE and Ames respectively for their presentations at the audit. The entrance meeting and the audit started at 2:00 p.m., August 10, 1993, and the exit meeting was held at 4:00 p.m., August II,1993. A summary of the agenda is as follows: August 10, 1993 - SCV design and buckling analyses presentation by DESI. August 11, 1993 - SCV design and buckling analyses presentation by Ames, review of open items status, exit meeting. The audit meeting consisted of three parts. In the first part, DESI presented a summary of SCV design verification details and status (Enclosure 2). In the second part, Ames presented (Enclosure 3) a summary of its Task 3 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 discussed by DESI in its presentation included containment technical data and configuration, SCV analysis for design basis loads, 3-D Finite Element Model (FEM) of the SCV, description of design loadings includ-ing seismic input spectra, loading combinations, material properties, buckling Y 9309230083 930915 v

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. September 15, 1993 I analysis methods, modeling of imperfections, compliance with ASME code allowables for service loads and stability safety factors for buckling l analysis and large deflection analysis. The Ames presentation included the evaluation of B050R, ANSYS and ABQUS software, linear elastic and nonlinear buckling analyses, comparison between ABAQUS and BOSOR results, effective stress-strain curve, imperfection sensi-tivity studies, results of sample problem solutions and plans for future work. The staff's findings are as follows: (1) It was determined that a reassessment of the worst case seismic input was necessary to ensure that the input response spectrum used for the i analysis is not less conservative than another response spectrum that 3 has a higher amplitude at the natural frequency of the steel contain-j l ment. Subsequent to the meeting, ABB-CE provided justification (Enclo- { sure 4) that the input response spectrum being utilized by DESI, i.e., case A1, is the controlling spectra. In addition, DESI performed the SCV stress analysis for the B3.5 case and found that the stresses were i significantly lower than for the Al case. (2) It was also determined that the tangent modulus of the steel is a sensitive parameter for the evaluation of inelastic buckling limit. It was decided that both DESI and Ames should review the material property input description and verify that they are accurate. In a follow-up telephone conversation on August 13, 1993, it was concluded that the stress-strain diagram used by Ames was in error and it will be corrected. Also, DESI used the correct Young's modulus for the tempera-ture of 290 *F, however, the yield stress did not correspond to 290 'F ~ and needs to be reconciled by DESI. (3) DESI needs to resolve the issue of properly applying the horizontal and vertical earthquake effects. Ames will define their methodology which in turn will be transmitted to ABB-CE by NRC. (4) The thickened embedded portion of SCV at the bottom (2") (Figure 3.8-1, CESSAR-DC) 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. (5) 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. (6) There is a difference in the modeling of the worst imperfection wave-length between the DESI and Ames models. DESI needs to reconcile this difference in the modeling of the imperfection wavelength.

g September 15, 1993 y c (7) All hot pipe penetrations are connected to the SCV with bellows. ABB-CE needs to provide displacements limits and/or performance requirements for bellow connections. (8) 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. (9) 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. 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 isstes identified in the DSER as well as the issues included in this audit report. l 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) SCV buckling analysis at Ames on September 15 and 16,1993. (2) Design and analysis of other Category 1 structures at Stone & Webster Engineering Corporation offices on September 22, 1993. (3) Nuclear Island design audit on October 13, 1993. (4) Seismic fragility audit at Impell on October 14,~1993. These meetings were subsequently postponed to unspecified later dates because of schedule conflicts, g ggg Thomas V. Wambach, Project Manager Standardization Project Directorate Associate Directorate for Advanced Reactors and License Renewal Office of Nuclear Reactor Regulation

Enclosures:

DISTRIBUTION w/ enclosures: As stated Docket File PDST R/F PDR DCrutchfield cc w/ enclosures: WTravers RPerch, 8H7 See next page PShea MRubin, 10E4 DISTRIBUTION w/o enclosutgi: TMurley/FMiraglia RBorchardt TEssig MFranovich SMagruder JMoore, 15B18 EJordan, MNBB3701 GBagchi, 7H15 i SAli, 7H15 ACRS (11) 0FC: LA:PDST:ADAR PM:PDSTaADAR. - (A)SC:PDST:GDAR NAME: PShea _ 7 /s)h TWambacbsg' TEssig hY 09/1$/93 09/(593 09/\\$/93 l DATE: OFFICIAL RECORD COPY: DOCUMENT NAME: MSUM0810.TW

ABB-Combustion Engineering, Inc. Docket No. 52-002 cc: Mr. C. B. Brinkman, Acting Director i Nuclear Systems Licensing ABB-Combustion Engineering, Inc. 1000 Prospect Hill Road i Windsor, Connecticut 06095-0500 Mr. C. B. Brinkman, Manager Washington Nuclear Operations ABB-Combustion Engineering, Inc. 12300 Twinbrook Parkway, Suite 330 Rockville, Maryland 20852 Mr. Stan Ritterbusch Nuclear Systems Licensing l ABB-Combustion Engineering, Inc. 1000 Prospect Hill Road Post Office Box 500 Windsor, Connecticut 06095-0500 Mr. Sterling Franks 4 U.S. Department of Energy j NE-42 i Washington, D.C. 20585 Mr. Steve Goldberg 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 j Joseph R. Egan, Esquire Shaw, Pittman, Potts & Trowbridge 2300 N Street, N.W. Washington, D.C. 20037-1128 Mr. Regis A. Matzie, Vice President Nuclear Systems Development ABB-Combustion Engineering, Inc. 1000 Prospect Hill Road Post Office Box 500 Windsor, Connecticut 06095-0500 l

o LIST OF ATTENDEES AUGUST-10 AND 11, 1993 NAME ORGANIZATION AUGUST 10 AUGUST 11 l G. Bagchi NRC/ECGB X X G. Ali WRC/ECGB X X L. Greimann Ames X X** F. Fanous Ames X X** S. Safar-Ames X X** S. Ritterbusch ABB-CE X** X** j L. Gerdes ABB-CE X D. Baisley ABB-CE X X J. Stevens ABB-CE X X .T. Oswald DE&S X X R. Keiser DE&S X X l Part-time f t P O 5 i b e I

r s ABB-CE SYSTEM 80+ PI e F 4l 2 ENCLoSueE WA 4 1 STEEL CONTAINMENT VESSEL CODE ACTIVITIES Il PRESENTED TO NRC AUGUST 10-11,1993 WINDSOR, CONN. i a SYSTEM 80+

ABB-CE SYSTEM 80+ M y: Pz / Steel Containment Design Verification and Status Review Meeting August 10-11,1993

1. Introduction ABB-CE/DESI NRC Comments
2. System 80+ Configuration
3. Service Levei Analyses Model Input Loads Load Combinations Results
4. Stability Analyses A. ANSYS Computer Code Verification Using Full Sphere Model Theoretical Solution ANSYS Solution i

B. Steel Containment Vessel i Model Input loads Analysis Method Results

5. Wrap up/Further Actions SYSTEM 80+

ABB-CE sua.w ps SYSTEM 80+ l CONTAINMENT TECHNICAL DATA i e CONTAINMENT - CONTAINMENT TYPE STEEL SPHERE - STEEL TYPE SA-537 CL. 2 - INTERNAL DIAMETER 200 FEET - WALL THICKNESS 1.75 IN. (2 IN. EMBEDDED) - FREE VOLUME 3.34 x 10' CU. FT. - DESIGN PRESSURE 53PSIG O SHIELD BUILDING - TYPE CONCRETE - INTERNAL DIAMETER 210 FEET - WALL THICKNESS 4 FT. UP TO ELEV.146+0 3 FT. THRU DOME SYSTEM 80+

i g EhJtL QR} : P 14 ) \\ I STIE!. coNrnNurrr - PO!At CRANE I 5 ANNUI.US k' GAME TAIL 4 N l !A A i p- 'a = d ( i, n f MAIN 5/ 5 o i e e .i STEAM i: ! 9 Iq U f f IJNE f.fl IJ tiimmii 2 L e / t ig ., 2 h ) 1 4 h f_'M 5( , j,, 1"$ ~dW a a e i !_" l, -. ~ 7#!

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~ N';1 1 _'s ? ,L1L.L M Y i PIPE CIIASE ' Access / $hstw a .e "S!' N Irier SYSTEM 80+ - -. - - - - --- mnam

ABB-CE wm. pg SYSTEM 80+ 2 CONTAINMENT DESCRIPTION SPHERICAL STEEL CONTAINMENT VESSEL (SSCV) e FREE-STANDING 200 FT. DIAMETER. 1 e WELDED STEEL PLATE CONSTRUCTION-13/4" THICK e BOTTOMOFSPHERE CONCRETEENCASED e A SME SECTION III, DIVISION I, SUBSECTION NE 1 e ENCLOSEDINA CYLINDRICALLYSHAPED \\ CONCRETE SHIELD BUILDING WITH HEMISPHERICAL DOME e LARGELOWER SUBSPHEREAREA INSHIELD BUILDING SYSTEM 80+

z EA)(L cs%: Pc T Containment Analysis Analysis Performed for: Service Loads Stability (Buckling), Considering Vacuum Pressures Ultimate Capacity (Hydrogen Burn) ASME Code Calculation for Penetration i Area Replacement i l Attachments i Construction Loading \\ l / N / ~ SYSTEM $$#

2 E M'L. G4 : 97 l l Containment Design Bases i Design Conditions Consider the Effects of : i Dead / Live Loads Pressure / Temperature Mechanical / Electrical / Attachment Loads Natural Phenomena Loads (earthquake, tornado, etc.) l l Pipe Whip / Jet Impingement / Missiles i Hydrodynamic Loads i Construction l ) l l l SYSTEM $$c:=

2 5 H P L C=:4 : P& [ Service Load Analysis Finite Element Method Thin Shell Theory I Linear Elastic Three Dimensional Analysis ANSYS Computer Code -y v u - 4 4(a) \\ / \\ m SYSTEM 6 0# 1

+ 5p h r ABB-CE g gwt an, p g 2 SYSTEM 80+ l 3-D CONTAINMENT MODEL ANSYS 4.4A1 AUG 10 1993 8:46:03 PREP 7 ELEMENTS TYPE NUM l i 's yy =-1 '~,, ; y { DIST=1320 '^

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'Mh XF =199.488 s f g, r /. {' / I I / \\ ANGZ=90 $D \\ PRECISE HIDDEN ,i \\\\ F \\ / l ', i / l l 1 ',N\\ ~ s \\ i l I { f / / f.I I l _ \\ i I \\\\ ti , t'Io I I \\ \\ \\ \\'\\\\\\ \\ t i lt j 'Il l1I i ) i 'i T) 'I i!!!i ! l i i i i iIi l I I l I \\ \\ l ! l ! ! l I llllil \\\\\\\\ \\ ', \\ \\ \\ \\ \\ ' \\ \\ \\ ! l l %\\\\\\ \\ \\ \\ \\ \\ \\ \\ \\ ' \\ \\\\ t I \\ \\ \\ \\ i i I l l llllll %\\\\ \\ \\ \\ \\ \\ \\ \\ \\ i \\ \\ \\ \\ \\ l!I!l l l l l llllll1 %\\\\\\\\ \\ \\ \\ \\ \\ \\ \\ ! 1 l i ! l ! / / / / / / / / ////// 1 \\%\\\\\\ \\ \\ s \\ \\ 5 \\\\l ) I'I ! / / / / / / / ///M/ l %\\;\\\\\\ \\ \\ \\ \\ s!iiI i i ! / / / / / / / ////# %_ssN x \\ \\ i \\ 1 >iiii !i! / / /./ / / / ///47 m-i .1 1 i SCV - STIF93 MODEL GEOMETRY PLOT 1 SYSTEM 80+

ABB-CE ,,,,w SYSTEM 80+ 2 DESIGN LOADINGS D - DEAD LOADS L - LIVE LOADS p P - TESTPRESSURE LOADS t T - TEST THERMAL LOADS t P - NORMAL OPERATING PRESSURE LOADS r 0 R - NORMAL OPERATING PIPING LOADS O T - NORMAL OPERATING THERMAL LOADS o P - VACUUM PRESSURE LOADS e R - VACUUM PIPING LOADS e T - VACUUM THERMAL LOADS e E' - SAFE SHUTDOWN EARTHQUAKE LOADS P - ACCIDENTPRESSURE LOADS 8 R - ACCIDENTPIPING LOADS 1 a T - ACCIDENT THERMAL LOADS a Y - PIPE RUPTURE LOADS r Y. - JETIMPINGEMENTLOADS i / Y - MISSILE LOADS \\ m SYSTEM 80+ \\

ABB-CE enet.2 sis p i SYSTEM 80+ 2 STEEL CONTAINMENT VESSEL DESIGN CONDITIONS 1) NORMAL OPERATING O TEMPERATURE: 110 F O PRESSURE: O PSIG l 2) INADVERTENTSPRAYACTUATION O TEMPERATURE: 110 F O PRESSURE: 2.0 PSIG (VACUUM). i 3) DESIGN BASIS ACCIDENT TEMPERATURE: 290 F 0 PRESSURE: 53 PSIG l SYSTEM 80+

Response Spectra East-West at Base System 80+, Al SSE, CMS 2, Interior Structure, Elev. +91.75, E-W (Trans.+ Rot.), (4% damping) 5.000 4.500

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bN l / D\\ S 0.500 - f ' ~ ~ 9 0.100 1.000 10.000 100 000 Frequency (th) SYSTEM 80+ c m e

Response Spectra L North-South at Base System 80+, Al SSE, CMS 2, Interior Structure, Elev. +91.75, N-S (Trans.+ Rot.),(4 % damping) 3.000 4.300 4.000 I 3.300 - g3. 8'jum a tf ( < 1ooo l.500 Nt l.000 - - jq w ut w n 0500 = D h 0 100 1.000 Inin0 100 000 Frequency (liz) SYSTEM 80+

Response Spectra Vertical at Base System 80+, Al SSE, CMS 2, Interior Structure, Elev. +91.75, Vert. (Trans.+ Rot.), (4% damping) 2.000 1.soo i son

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.l 5 { g 1.000 T> b a4 p o.sco j J o.600 g' V v' o.400 ./ \\_ 0.200 - j g / ' ~ '

0. t00 1.000 10.000 100 000 Frequency (liz)

SYSTEM 80+ m-- sm 2-w

Response Spectra East-West at Base (Broadened) Profile Al CMS 2 - East / West Interior Structure - Elev. + 91.75' SSE @ 4% Darnping 15% Broadened 3 2.5 ~' 2 _. l ~ I5 ^^ ~ ~ If1 t 1 ___ 2 ~ ~' 2 2.2.. $ 1 L ~ ~ ~~ ~ U r y -_\\ I \\rm, y p / g 0.5 - j bl '~ ~_ : : ~ ~ _~f ~__ '_: T : ^ ~_ ^ f /-a / 0 0.1 1 t 10 100 CVCT*Cgg on. TM

1 Response Spectra E North-South at Base (Broadened) Profile Al CMS 2 - North / South Interior Structure - Elev. +91.75' SSE @ 4% Damping 15% Broadened 3 7- --- 2.5 _I - _)- 1 2 .) l.5 - d I j. p ) _ \\ p j (/ g_ z : : : : y 7 _7~ y ~ ~ Z Z Z ~_ :. X ;MZ ZZ Z o.s j' ?

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/ - 7 3 0 0.1 1 10 100 SYSTEM R0+ m- . m. m . m< e m

Response Spectra Vertical at Base (Broadened) Profile Al CMS 2 - Vertical Interior Structure - Elev. +91.75' SSE @ 4% Damping 15% Broadened 3 1 2.5 2 i.5 p _l m i. __._ _ / y _ / \\ s __ _ _ 5 _ P _ n, y - - Z Z 7 Z ~~ Z ~ Z Z Z f_ os ___ _ _ _ _ _f ~ i i i i I, f~ l 0.1 1 10 100 SYSTEM 80+

ABB-CE SYSTEM 80+ M y: P le DETAILED LOADING COMBINATIONS 9 TESTING CONDITIONS D + L + P + T, 7 e DESIGNCONDITIONS i D + L + P,+ T, + R, e LEVEL A SERVICELIMITS D + L + P, + T, + R, O LEVEL CSERVICE LIMITS D + L + P, + T, + R, + E' i .I O LEVEL D SERVICELIMITS D + L + P, + T, + R, + Y, + Y, + Y, + E' O STABILITYCONSIDERATIONS \\ i D + L + P, + T, + R, + E' SYSTEM 80+

n ABB-CE SYSTEM 80+ eun. 2n: p 14 SA-537 CLASS 2 MATERIAL PROPERTIES (Values at Design Temperature 290 F) .E 28,400,000

  • S 22,000 psi mc

.S 26,700 psi m1 .S 52,480 psi y .S 80,000 psi u JTEM 80+

y ABB-CE System 80+ Containment Allowable Stress Intensities for SA537 Class 2 Steel Primary Stresses Gen.Memb. Local Memb. Bend. & Local Memb. Primary & Secondary Pu P P, + Pt P + P, + Q t t Load Categories Testing Condition Pneumatic d4250 67850 67850 N/A Design Condition 22000 33000 33000 N/A Level A Service Limit 22000 33000 33000 80100 Level B Service Limit 22000 33000 33000 80100 Level C Service Limit Not integral and Cont. 22000 33000 33000 80100 Integral and Cont. 52480 78720 78720 N/A Level D Service Limit Not Integral and Cont. 52480 78720 78720 N/A g Integral & Elastic Anal. 47600 71400 71400 N/A JJ Cont. inelastic Anal. 47600 47600 47600 N/A b i Mo l l RYSTEM R0+ L

Service Level Stress Results x_ Y z/ Maximum Element Stress Intensities (psi) Top Middle Bottom (Element #) (Element #) (Element #) Combination (X,Y,Z) (X,Y,Z) (X,Y,Z) Test 29,200 22,000 25,300 (1487) (1042) (1030) (-730,-579,-755) (-52.3,-1170,259) (.52.3,-360,1140) Design 21,400 19,700 21,400 (1482) (1024) (1608) (-730,-844,-439) (-52.3,259,1170) (-783,-420,807) (- 'is,n e n Level A 32,000 20,800 31,100 m (1528) (1042) (243) t (-730,206,929) (-52.3,-1170,259) (42.3,811,885) e fb ,:a 1)/\\ Level D 42,600s, 31,500 41,000 ' (1521) (1521) (1522) 9 (-730,701,643) (-730,701,643) (-730,643,701) 'l SYSTEM 80+

.sa a m ,1 oa STABILITYANALYSIS e

STEEL CONTAINMENT VESSEL suet seis : p.23 STABILITYANALYSIS fm \\ F ANALYSIS METHODS ASME SECTION III, SUBSECTION NE, PARA.-3222 O RIGOROUS ANALYSIS WHICH CONSIDERS THE EFFECT OF GROSS AND LOCAL BUCKLING, GEOMETRIC IMPERFECTIONS, NONLINEARITIES, LARGE DEFLECTIONS AND INERTIAL FORCES ONE METHOD OF PERFORMING THE RIGOROUS ANAL YSIS IS THE USE OF THE LARGE DEFLECTION OPTION IN AN ANSYS STATIC ANALYSIS. WITH THE LARGE DEFLECTION OPTION, THE DEFLECTION UNDER LOAD IS CONTINUOUSLY USED TO REDEFINE THE GEOMETRY OF THE STRUCTURE, THUS PRODUCING A REVISED STIFFNESS MATRIX. BY OBSERVING THE RA TE OF CHANGE IN DEFLECTION PER ITERA TION, AN ESTIMATE OF THE STABILITY OF THE STRUCTURE CAN BE MADE. IF THE RATE OF CHANGE IS INCREASING, THE LOADING IS ABOVE CRITICAL AND ON ITS WAY TO FAILURE. IF THE RA TE OF CHANGE IS DECREASING OR CONSTANT, THE STRUCTURE IS AT OR BELOW THE CRITICAL BUCKLING LOAD. 1 SYSTEM 80+

2 eneL w : p 2y 3-STEEL CONTAINMENT VESSEL STABILITY ANALYSIS I ANALYSIS METHODS ASME SECTION III, SUBSECTION NE, PARA.-3222 O CLASSICAL LINEAR ANALYSIS REDUCED BY MARGINS WHICH REFLECT THE DIFFERENCE i BETWEEN THEORETICAL AND ACTUAL LOAD CAPACITIES THE CLASSICAL (LINEAR) ANALYSIS IS A BIFURCATION i ANALYSIS. THE ANSYS COMPUTER CODEHAS A BUCKLING ANAL YSIS WHICH PERFORMS THIS TYPE OF ANALYSIS. THE i CODE REQUIRES A QUASI-STA TIC STRESS STATE FROM THE } CONTAINMENT LOADING AND COMPUTES A LOAD FACTOR OR "EIGENVALUE" WHICH THE LOADS CAN BE MULTIPLIED B Y TO REACH A BUCKLING CONDITION. THISIS A SMALL DEFLECTION ANALYSIS WHICH FACTORS THE LOADING UP UNTIL IT i REACHES THE STRUCTURE'S RESISTING CAPACITY BASED ON i THE STIFFNESS OF THE STRUCTURE. IN THIS ANALYSIS THE ANSYS COMPUTER CODE TAKES THE STRESS STIFFNESS MA TRIX FROM THE STA TICALL Y DETERMINED PRELOA D AND COMPUTES THE EIGENVALUE OR LOAD FACTOR, AND THE EIGENVECTOR OR UNIT DISPLACEMENT SOLUTION, USING A SMALL DISPLACEMENT THEORY. THIS IS CONSIDERED AN UPPER BOUND SOLUTION. THE SAFETY FACTOR IS DETERMINED BY APPL YING A CAPACITY REDUCTION FACTOR -TO ACCOUNT FOR IMPERFECTIONS IN THE SHAPE OF THE VESSEL. SAFETYFACTOR = LOAD FACTOR x REDUCTION FACTOR SYSTEM 80+

STEEL CONTAINMENT VESSEL swisg:p2g STABILITYANALYSIS ANALYSIS METHODS ASME SECTION lil, SUBSECTION NE, PARA.-3222 e TESTS OFPHYSICAL MODELS UNbER CONDITIONS OF RESTRAINT AND LOADING THE SAME AS THOSE TO WHICH THE CONFIGURATION IS EXPECTED TO BE SUBJECTED SYSTEM 80+

STEEL CONTAINMENT VESSEL e u e u c r.y p 2 g 3 ' ' STABILITYANALYSIS ? f-1 0 ANSYS FINITE ELEMENT CODE VERIFICATION AND MESH STUDY e FULL SPHERE THEORETICAL BUCKLING SOLUTION t Pg = 20c13 E Oc1 = 2 /3 (1-v ) P,2 = theoretical (classical) buckling pressure a,2 = classical buckling stress t= shell thickness R= shell radius v= poisson's ratio E= Young's modulus Reference-Roark and Young, Formulas for Stress and Strain, 5th Ed., Table 35, Case 22 l' 1 29.23E6 a = 1200 /3 (1-0. 3 ) 2 0,2 = 25,79 9 psi i ) l 1.7 Pe2 = 2 (25,799 ) 0 P,2 = 7 5. 247 psi ) SYSTEM 80+ j

r 1 3-D FUL.L SPHERE gn,,e g p g% 1 \\' STABILITY .:t f6 1 i i ) 3-D FULL SPHERE MODEL 1/8 SYMMETRY i- -~ ANSYS 4.4A1 AUG 10 1993 s 8:02:31 '/' PREP 7 ELEMENTS TYPE NUM N< / [ < ',( '>( f'Ng \\ XV =1 </' ~.. i ST 078 s ew'\\s/j<x'g /'j6, 3 :::: ,x s vN v$ ZF =600 ,- (A '<f- \\ /N i <w,, - yk / /, \\ x( k ' % )cTMi i ~ f' A !K ~ Wl l i -_

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kt !t L s% i Nd I i 1 I i I 1 1/8 SYMMETRY (FULL SPHERE) STIF93 MODEL SYSTEM 80+ 11179211-

m scv stability 1/8 Symmetry Model Critical Load Eigenvalue Large Deflection 73.4 psi 63 psi l Theoretical Value = 74.8 psi- {c N to e VO"F*f"" A A O/1. TM

3-D FULL SPHERE ewet.w. p p STABILITY R ~ f' l 3-D FULL SPHERE MODEL V8 SYMMETRY l

1 ANSYS 4.4A1 AUG 2 1993 8:37:57.

i N s POST 1 DISPL. STEP =7 s ITER =99 \\ ) DMX =2.203 's \\ DSCA=48.917 i / x s /,/ / gs \\s XV =1 s YV =1 s g Ns p x, s % N \\ ZV =1 i /// \\\\ \\ DIST=1078 s XF =600 ',,/,,, '~, i /' s s s YF =600 1 ,. 7 > /, s h' ZF =600 ', \\\\ s u PRECISE HIDDEN ' ' ' ',7 e i j ,/ u s /', N l, \\'Y,"$4.' i t D E '? !Yr \\\\ 1 v 5'. \\, 'l s , $y,' 7 y W \\ l f M4'# Y ' ', I /q j l N' ) n ,I 4 YN x-- I WF ti >< O 5f _p(( i l i ! FULL SPHERE LDEFL EXT PRESSURE = 63 psi i SYSTEM 80+ 11179211.pp*

ABB-CE gwt w p g, 2 SYSTEM 80+ t-- 3-D CONTAINMENT MODEL P ~ i - ~ ~ ANSYS 4.4A1 AUG 10 1993 8:46:03 PREP 7 ELEMENT! TYPE NUM YV =-1 j l,wQq x g g t DIST=1320 'y A gg ; L;1 a'ex L:t'488 I 's PRECISE HIDDE! 1 s / I ,\\\\\\\\ f i'\\\\\\\\\\,\\ 8 i ! I l i i l iitkiO l l!' l j iil l i i i 1 I I I I l 'ii!it i j 'li i i i ', ! i i i l l I l,Iii l l illi l ' t ) i i \\+\\\\ \\, \\ \\ \\ \\ \\ \\ \\ \\ t 1 l l l i ) l I I ! I I l i llIlI ' \\ \\ \\ \\ \\ \\!l\\\\ l l l l llllll %\\\\\\ \\ \\ \\ \\ \\ \\ t n %\\\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ i i \\\\ \\ \\ \\\\l) IIIlllllll %\\\\\\ \\ \\ \\ \\ \\ \\ \\ \\ l 1) I l 1 I l l / / / / / / / ///// %\\\\\\ \\ \\ \\ \\ \\ \\ $ \\\\ \\l l i l i / ! _ ! / / / / / / //// %\\\\\\\\ \\ \\ \\ \\ \\ \\ i\\!l ! I l I / / / / / / / / ///8/ \\\\ \\ \\ \\\\t t I iiiil l i t_///4 %g \\ \\ SCV - STIF93 MODEL GEOMETRY PLOT d SYSTEM 80+

% SCV Stability EWL M: 92) 2 m Load Application External Pressure-Elemental Pressure Loads Gravity-Acceleration based on Mass Seismic-Nodal forces based on ZPA times nodal masses. The direction and combination of force resultants are varied to determine the critical direction. Material Properties Material properties are based on 110 F. The stress-strain curve is modified to account for potential residual stresses by spplying a plasticity reduction factor. The factor is taken from ASME Code Case N-284. SYSTEM 80+

l scvstability a E Stress Strain Curve with Residual Stresses @n U 2W System 80+ Material Properties with Flesidual Stresses 60 50 e 40 m5 m 30 Y " 20 Yleid Point (33 ksi) 10 1 0 8 ~~- - l' --~ ' ~ ~~ ' O 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.01 Strain (Inlin) SYSTEM 80+ s m e ~ w

s EWL 3(ch P 3 3 IMPERFECTIONS O ASME CODE ARTICLE NE-4221 1% NOMINAL DIAMETER AT ANY CROSS SECTION - OUT OF ROUNDNESS OF ONE THICKNESS O AXISYMMETRIC STUDY CRITICAL LOCA TION - IMPERFECTION AT-20, -25, -30, -35 DEG. - 2 PSIEXTERNAL PRESSURE + GRAVITY LOADS O 3-D STUDY CRITICAL LOCATION - IMPERFECTION AT-15 DEG. AND -35 DEG. TO EVALUATE PENETRATION EFFECT - SEISMIC + EXTERNAL PRESSURE + GRAVITY l SYSTEM 80+

2 \\ SYSTEM 80+ SCV STABILITY Modelling of Imperfection ] 5* Etsmsnr Annusm$ X- @D SIDE NODE $ //# \\ 44 6 1, "o.3 rer os comacrt Y SYSTEM 80+ i

SYSTEM 80+ sun.my pag SCV STABILITY 2 CONTAINMENT STA BILITY SA FETY FA CTORS ASME NE-3222 DESIGN, LEVEL A and B - 3.0 LEVEL C - 2.5 LEVEL D - 2.0 ASME CODE CASE N-284 WITH CAPACITY REDUCTION FACTOR DESIGN, LEVEL A and B - 2.0 LEVEL C - 1.67 LEVEL D - 1.34 ASME NE -3131 and STANDARD REVIEW PLAN 3.8.2 REFERS TO NE-3200 REGULA TORY GUIDE 1.57 ALL STABILITY DESIGN LOADS - 2.0 SYSTEM 80+

Enew h p3g 2 DISPLACED SHAPE SSE LOAD FACTOR = 2.5 1 ANSYS 4.4A1 AUG 7 1993 8:50:01 \\ POST 1 DISPL. STEP =8 ITER =99 DMX =3.24 ^ DSCA=57.614 YV =1 ,s ,s ZV =1 ,p ,y DIST=1867 ' /<,, s m. \\ \\ \\\\ XF =199.488 f j / ' 'f T\\\\\\\\ ANGZ=90 m /_ [ _ \\\\\\'g\\'\\(x PRECISE HIDDEN i x gg fIllll l [ t ; i i 1 \\\\\\\\\\ ~~ }iT ~ ~ ~ T 'IIl.iilIiiijjlllljy Ed i t s T-l I l l ! I l i I l illllil I I I I l l l l l llllltl %\\ \\ \\ \\ \\ \\ \\ I I i i I I ! l l lllll1 1 tg IIII l l l l i / / ///// \\ \\\\\\; m m s ;s t, ll'),ill}1029 W \\\\\\\\\\\\

  • Ii! ! I i l l I l } } } \\lll I

^ iSCV-LDEFL ELAST/ PLAST, REV IMPERF, EQUIP HTCH LF=2.5 l kk SYSTEM 80+ 11109217s

SCV STABILITY "" " 9%t: P1y 2 s LARGE DEFLECTION ANALYSIS ~ ~ ~ ~ ~ - ~ ' ~ 1 ANSYS 4.4A1 AUG 10 1993 11:00:08 POST 1 DISPL-STEP =13 ITER =99 DMX =4.15 ~ DSCA=44.982 ~ YV =1 s ZV =1 jf,) 'd DIST=1867 ///// 7\\\\\\ XF =199.488 // / / / \\\\\\\\\\ ANGZ=90 s l1lii !i \\ \\ \\ \\ \\\\ PRECISE HIDDEN \\\\\\\\\\\\ .i Ill l i ( ~ fill lI r. '( \\ \\\\TT MLLLk !J j l I j', f ' ~l I l l I i l I i i ) I ; ; ; j n,, I l \\ \\lt \\ \\ l'Il I I I I i I I I lllllil I ! I i l I,1lllltl4 d \\U\\;, \\\\\\.\\\\,,;i ',1I'I! !! ! l l l l llllll 'I ! i!! ! i t titig % s\\\\\\ \\ \\ \\ q ;(, ',! ! / ! 1 ! / / l l lll!llij %\\\\\\\\ s i s i \\ m m oii,,,,,,nrrim1m 4SCV-LDEFL ELAST/ PLAST, w/IMPERF, EQUIP HTCH LF=3.0 SYSTEM 80+ w

RSTRS2.XLS Ptamurv System 80+ Non41near Material Properties (KSI)_CC_N-2_84 M Reduction 7 Stresslevel Mot 1 Yleid Stress /Yleid Factor Modulus (110F) Modulus (110F) Modulus (290F) Modulus (290F) Stresslevel 10 60 0.166666667 1 2.93E+07 29280000 2.84E+07 28350000 10000 ~ ' ~~~ U 60 0.333333335 2 1 2.93E407 29280000 2.84E+07 28350000 20000 ~ ~ ~53 60 0.55 l 2.93E+5I 29280000 2.84E+07 28350000 33000 i 3} 60 0.616666667 0.64 2.93E+07 18739200 2.84E+07 18144000 37000 ~~ l 60 0.666666667 0.58 2.93E+07 16982400' 2.84E+di 16443000 40000 ~ ~~ ~~ ~ ~ ~ 5 60 0.73333333_3' O.45 2.93E+07 13176000 _._. 2.84E+07 ___ _12757_500 ___44000 ._ 4 50 60 0.833333333 0.351666667 2.93E+07 10296800 2.84E+07 9969750 50000 55 60 0.916666667 0.255833333 2.93E+07 7490800 2.84E+07 7252875 55000 60 60 1 0.16 2.93E+07 4684800 2.84E407 4536000 60000 IIIe S k in Page1 . De: e e= --,,.~u. + n e,.__-u_--.m.-..mU .--.m--

RSTRS2.XLS System _80+ Nc Stress Level (110F) Stress Level (290F) _ Modulus (11_OF) Stresslevel. Strain _ Strain Strain Tangent (110L_. Stress Level ~~ 0 0 0 0 28350000 0 0 0 Y. 10 0.00034153 10 0.000352734 28350000 33 0.001164 33 20 0.00068306 20 0.000705467 16443000 40 0.001477 40 i 33 0.00ii27049 33 0.00116402i ~ 13077855 44.25 0.001767 44.28 ~ 77 ~0.001293649 37 'O.00i336086 9969750 50 0.002263 ~~50 40 0.001429671 40 0.00147657 4536000 ~ 60 0.003642 60 44 0.001694937 44 0.001750538 44.28 0.001715924 44.28 0.001772214 50 0.002196522 50 0.002268578 55 0.002758712 55 0.002849209 60 0.003580026 60 0.003697467 -l KtDUtsp To S PDWT5 i i e R nD w- -4 Page 2 ^ ... m. _,_,m_ m.,,.

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~p1 oF 2f E N CL osl4 9 6 3$ r TASK 3f BUCKLING EVALUATION FOR CONCENTRATED-LOADS J SUBTASK 1: EVALUATION OF SOFTWARE -l e SUBTASK 2: ANALYSIS OF SYSTEM 80+ i i i AMES LABORATORY Lowell Greimann i Fouad Fanous Sherif Safar i t Rama Challa Delwyn Bluhm i i i i

WAleL %y: P 2. TASK 3: BUCKLING EVALUATION FOR CONCENTRATED LOADS SUBTASK 1: EVALUATION OF SOFTWARE

1. Element Types:

BOSOR:

1. Axisymmetric model (finite difference)

ANSYS:

1. Four noded iso. quad. flat shell elements (STIF43)
2. Four noded iso. quad. flat shell elements (STlF63)
3. Eight noded iso. quad. curved shell elements (STIF93)

ABAQUS:

1. Four noded iso. quad. flat shell elements (S4R)
2. Four noded iso. quad. flat shell elements with 5 d.o.f/ node (S4RS)
3. Four noded iso. quad. curved shell elements (S8R)
4. Eight noded iso. quad. curved shell elements with 5 d.o.f/ node (S8R5)
5. Nine noded iso. quad. curved shell elements with 5 1

d.o.f/ node (S9R5) STAGS: ? L

Eurt aff: p3 TASK 3: BUCKLING EVALUATION FOR CONCENTRATED LOADS SUBTASK 1: EVALUATION OF SOFTWARE

2. Solution Types:

BOSOR:

1. Elastic buckling (Eigen value problem)
2. Nonlinear elastic buckling
3. Nonlinear inelastic buckling ANSYS:
1. Elastic buckling (Eigen value problem)
2. Nonlinear static analysis (Newton-Raphson)
3. Seismic analysis using response spectrum (SRSS)

ABAQUS:

1. Elastic buckling (Eigen value problem)
2. Nonlinear static analysis (Newton-Raphson)
3. Nonlinear elastic buckling j

l

4. Nonlinear inelastic buckling
5. Seismic analysis using response spectrum (SRSS)

STAGS:

1. Nonlinear static analysis (Newton-Raphson)
2. ?

.2

ENt*L $ f :' $ { / } 1 LINEAR ELASTIC BUCKLING ANALYSIS a P i ~ i l 1 l

EWL Sf: P 5' Verification of ABAQUS in Elastic Buckling Problems :

1. Circular cylinder under axial load :

l C l Vsv I t.o.os, \\ ::: & !b l !:U:s! !EEE!!Sji if i-s l j3![ l!i!! 'w. 2. a - ?!!;

!!P!!
(

n!!! l !!!sj c i::!! E!!!! \\ !!!!!!!!N r, is[s:V

a. Critical pressure :

i Theory : Per = 175,562 psi F.E.M. : Per = 175,515 psi

b. Buckled wave length :

Theory : Lw = 2.75 in. F.E.M. : Lw = 2.67 in. 4 J

gu

a. - -.

n, ..- a u .+.,u ,a., / F EsWL. 3g : 94 Verification of ABAQUS in Elastic Buckling Problems :

2. Spherical shell under uniform radial pressure :-

i I' t 2 a l t ~ r / f g g s y s \\ \\ 3 hjd y$3:3j{5f, [ i$,$55 55 j!!!, U> - ~ 31W. s c ~ ~, d 4) D :: ms s

X Ckb
s$~:: ::

h

33:

{ ji: j 5 . 7:-555 s s - -= s ~ dds y ~ .<H. I s

a. Critical pressure :

Theory : Per = 74.78 psi F.E.M. - : Per = 75.16 psi

b. Buckled wave length :

~ i Theory : Lw = 224 in. l F.E.M. : Lw = 180 in. i

s + ,.w. I 1 i NONLINEAR BUCKLING ANALYSIS

i

-I . i p ---o--- .-%w + - wr -

ENeL EQ: 98 Nonlinear buckling in ABAOUS: METHOD A: Nonlinear static analysis using Riks method. Objectives:

  • Computation of critical points
  • Fundamental path
  • Post buckling path L

Fundamental path Post buckling path A L %s

  1. 's A

\\ A C C s \\ O 0 TOTAL DISPLACE # INT TOTAL DISPLACEMINT CORRESPONDING TO LDAD CORRL5PONDING TO LOAD l 2

ENCL Sf: py Nonlinear buckling in ABAOUS: METHOD B: Nonlinear static analysis + Eigen value problem objectives:

  • Bifurcation load
  • Buckled shape h

l Bifurcation Load y C - - - - - - - - - - - - - - l 1 0' TOTAL DISPLACEMENT CORRESPONDING TO LOAD r .J

i' +---+ s 7 3 f sh ~~ 6" 8'8

3. 2

/ [ '5' 4 P rfect caso (8)

2. 8 L

\\ / G Perfect case E 2.4 O y ,'porfoot coon, (6) N 1 toral load ,-T" CL 2 '~ \\ _oinen modo (0.01) R A g singlo bulgo (0.05) Eigon mode imparfoction ,_, 1. 6 C ....,,,.., g oigon modo (0.05) o A,~ en @ 1. 2 . algon modo (0.50) / .s 1 E ar 4 t

0. 8 - l Single Bulgo imperfection m

O O 1

0. 4 m

a, r-0 O

0. 4
0. 8
1. 2
1. 6 2

Central deflection (Wo/h) Load doflection curvo of circular arch t subjected to uniform pressuro o e w---

t e 14 P - 12.76 ps! i-Per - 12.6632s1 X g ,. Q "q p. 12 ~ j. a = 1.75 in r / ^10 L = 3.92/Rt 3 Shape of axisymmetric imperfection '8 b 3 Complete sphere ( R =1200 in., ti 1.75 in. ) k 6 3-D model .o, Axisymmetric imperfection (a = 1.75 in. L = 3.92/iii) j. I 2 Method (6) Hethod (6) l 0: O 1 2 3 4 5 6 Radial deflection (inches) S - Load deflection curve of sphorical shall with an axisymmetric imperfection w M.. D r t i f m. m .i...- .._~..i-_.._.--_,~- ,,%.,,m-m .._.,.m.,r w.- ^

ap: A 12. set _ COMPARISON BETWEEN ABAQUS AND BOSOR:

1. System 80 + with external pressure (uniform stress resultants)
2. System 80 + with weight (gradient stress resultants)
3. Reinforced opening with ring load Features:

Sinusoidal imperfection (ampi. = 0.875"; wave length = 3.92*(Rt)n2) a. b. Effective stress-strain curve lh

1 i 1 EWL 3[: A 13 ) i l l EFFECTIVE STRESS-STRAIN CURVE 1 J 80,000 70,000 60,000 + 50,000 +. r T g 2. g 40,000 m C t-- i I O ic 30,000 4. 4 20,000 + +- 1 l l 10,000 i 0: 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 l STRAIN (n/n.) 1 I e

ENOL 3,$: Pf4 ~ PROBLEM 1: System 80+ with external oressure BOSOR BUCKLED SHAPE: BOSOR: P, = 22.5 psi. [ i N, no. of Waves in the circumferential direction = 25 b I ce r 8 LEGEND O = Unoekymed a - Deformed a O l ed l l 4 n 5 m f F l 3l m V)

  • R l

C <~ j 2 9 i m l O ? l O j o a i a i -0.5 0.0 0.5 ~ 1.0 1.5 2.0 Radius, x103 1-

Emet 38: P 15-l MESH A em ,+- g i1 1 9l n 'i xY \\ s iT !Q-.r&'d-\\ \\ u\\\\.'s , r ~~ a-Fr. :Jilll t1111II T' 11 \\ \\ \\ U M\\M A h '-n (w. li k i illlil F I ( r \\ \\ \\11 \\ n'.\\ mm\\ I tiilillfillill( ~~* ililillill f il ' T' ? \\ \\M1\\l \\ 1\\.m i ilitintn\\\\n 7C'lC s, r U 11 e q

  • H L'

l

  • i.,

,1 j i i u,1 l; = l!illiliid: a mar No. of Doments = 2216: SSR5 Wave Front = 618; S4RS Wave Front - 306 l i MESH B MESH C No. of Dements = 652 No. of Dements = 580 _e_

n
:u

,w;; ; =u nis i i \\ \\\\ m ss/11 i \\ \\\\ m ////1 1 1 \\\\\\\\\\ // / / / 1 1 \\\\\\\\\\ // // 1 f 1 4\\\\\\\\ ////1 l i \\\\\\\\\\ i // / // \\ \\\\\\\\\\ //// I f \\ \\\\\\\\\\ l //// 1 1\\\\\\\\\\ ////l T ) \\\\\\\\ i 1MW\\ /hV/)+(Pr /d/MyTr ' %9TtW\\W\\ liliIII l1 1 \\\\\\\\\\\\\\\\ 1/1iiI i 1 f\\\\\\\\\\\\\\\\ \\ 1 j l, i,l, l f 1)\\,\\\\ lill11 l \\ \\f\\\\\\\\ ( i 1 i i r i t l 1 rri i p r9 N ~L__ J I 1 1 i il i1 i i i ii ~ ~ i q u-1 i t i d J : C:: \\\\\\ttii i . 111l111 \\\\\\\\tIi i , iiilill W U\\\\\\\\\\\\ r Lilililli \\\\\\\\\\\\\\\\\\ i LIlitilll/ \\\\\\\\\\\\ \\ \\ \\ k . IIililli H\\\\\\\\\\\\t IIIIiIll s 12 1 l "; ' \\ \\ \\ \\ \\ ,lllllll'! \\' \\' \\ \\ \\ ' i l ' l l l l ' 'll z p - -um I 1 1 S8R5 Wave Front = 330: S4R5 Wave Front = 162 MESH D M w / / / \\ \\\\ / / / \\ \\ \\ / / / \\ \\ \\ / / / \\ \\ \\ 0 f I I I I I \\ \\ \\ s 11 1 i s N N- ~' / \\\\\\ 1 1 1 i l/ ~-- -f \\\\ \\ \\ i l I I iI e \\\\ \\ \\ \\ l i I I/ \\\\\\ \\ \\ L I Ii// \\\\\\\\ \\ l l I i / /,/ No. of Elements = 191: SSR5 Wave Front = 186; S4R5 Wave Front = 90 } i )

i GNCL h r,h : P /4 i

PROBLEM 1: System 80 + with external oressure ABAQUS RESULTS: BOSOR: P, = 22.5 psi. S8R5 S4RS Mesh P, % error time /it. P, % error time /it. A 22.14 1.6 % 79.13 26.60 18.2% 12.86 B 23.60 4.9 % 16.25 42.45 89 % 1.397 C 23.80 5.8 % 16.29 44.30 97 % 1.47 i D 26.40 17.3 % 2.46 59.02 162% 0.18 i 1 Acte

.~.

i fI ( ) \\ e fii \\n !!I \\\\ !I i \\\\ II I \\ \\ M==q ' Int lt 3 II !tiUJJEhgg l ,u_H-l w JJw, t ~~~~ t6ii llII 1 U\\\\\\ ,t,I, Lii i i em r-q;. M IR Deformed shaoe (Mesh C):

EN!L Af : 9 l') PROBLEM 2: System 80+ with weicht BOSOR BUCKLED SHAPE: BOSOR: Load Muitiplier = 14.0 t i e i t a LEGEND 0. Undetarmed a - Deformed ei 5 i O 'n O 5" m To "EI 's o i n. .............n,....... i l 9 a n 1 4 -1.0 -0.5 0.0 0.5 1.0 1.5 2. Radius, x108 ) h t .E

Eur t. Sh: p pg PROBLEM 2: Svstem 80+ with weiaht ABAQUS RESULTS: BOSOR: Load Multiplier = 14.0 m S8R5 S4R5 Mesh L.M. % error time /it. L. M. % error time /it. A 14.18 1.3 % 14.63 8 13.69 2.2 % 13.0 15.90 13.6 % 0.72 C 13.75 1.8 % 13.51 14.76 5.4 % 1.12 D 14.50 3.6 % 1'.203 18.87 35 % 0.17 i

T:x

,._s m \\ \\, ';. ' i

s. --

s \\ \\ n x_ _ \\\\\\\\\\ I iiiih .i 55!!(( :::-

====: 5 9 !!l > :j. .- ill x Deformed shace (Mesh C):

i CNCL. 1,f': P 11 PROBLEM 3: Rehforced ooenina with rina load p r- ---i '3d" b -- f. TRANSITION 22-l 3.5-ZONE j Q' 18.4-1.75-HATCH BARREL DETAll / ^ ^ SHELL l BOSOR Results: Description Buckling Buckling load mode (Ib/in.) 2 Elastic buckling (perfect) 8400 n=2 Elastic buckling (imperfect) 5400 n=0 Inelastic buckling (imperfect, effective 4884 n=0 stress-strain curve) i i 1 t1

LNf L Sf p2o PROBLEM 3: Reinforced ooenina with rina load i _J O s Deformed shaoe Comoarison of ABAQUS and BOSOR Results (Load deflection curve): ,,,,,,p bosor 5.00 abaqus -~ b / 4.50 4.00 3D 320 J^^ / O /j i 2.00 EM p-1.00 O 50 Om j O 00 0 50 1.00 t.50 2.00 2 50 3 00 ll

ENCL 38: P 2.l 5 $$h l f b g EEE EE!!!s0 1 jyl3 i!!! EEE- = EE; EE~ ZEEEE:E 2 2" i g ~ '-141_ -{ 9{ } 3 5; g _2__m..,s___--- e, lj, E "i j

Z U

U, (%; EE EEE ! b -r _ :~ lI, l1 i; mN E55555 !hii ,l Ej !!ilMII8 u. o ?: 51 i .i =1 _. si D 3 G 4 4 E 4 4 g:, p ainggEp aesy /@fgf :: l-p g:lg'h 35EE!!!sss asEEEEiis !EkIU55!!!; hgl3

EEE! jg i

EE E~i IlllL: !! !!EEEE b 35: g::: r s:--- ~ i -~ 1 c-- - +1 i 5> -::::~~ =j E!

~:
~:

"I s s g g s -j ~ s s _-~ s s __-j g* @9 33 be l: s E~~j! s Ell Ell hg g 525f U idee E _v;) si Esis p~ienEjpl@ gg s MLe u. un m u. = 5$ ?$ li li g 13 - ni y 3 3 C 4 S G G S

O EveL Sg: P 2. 2. IMPERFECTION SENSITIVITY STUDY WITH BOSOR: (AXISYMMETRIC IMPERFECTION)

1. Hemischere (External oressore):

35- , 30 v> S25 l Bg 20 g _-15 o E 510 b 5 0 0 1 2 3 4 5 l Imperfection wavelength parameter (K) r

2. Hemischere (Weiaht):

200 ,150 ,e i ~. C 100 h R3 50 0 0 1 2 3 4 5 Imperfection wavelength parameter (K)

GNel sf: p 2 3 t .,lMPERFECTION SENSITIVITY STUDY WITH BOSOR: (AXISYMMETRIC IMPERFECTION)

3. Reinforced openina (Ring load):

8,000 6,000 3 4,000 2 .E_. C 2,000 1' i 0 0 1 2 3 4 5 Imperfection wavelength parameter (K) \\

4. System 80 + (D + P+T + El (Task 2 results):

.l l l 3 2'5 l ? 2 9 sE.5 1 i Ro 1 0.5 O O 1 2 3 4 5 Imperfection wavelength parameter (K) 1 22

ENCL SQ: 914 PLANS i SUBTASK 1: Linear static analysis (check run) Mode shapes (displacement, accelerations, stress resultants) SRSS Accelerations and SRSS stress resultants with most recent response spectra. Linear static analysis with SRSS accelerations input as inertial forces. Comparison of these stress resultants with the SRSS stress resultants. SUBTASK 2: Limit load analysis (Method A) (D + T + P + E)

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3 I o Systen 80+, B35 SSE, CMS 2, Interior Structure, Elev. +91.75, E-N (2% t. 5% Damping) ? 6, t., 1.4 i.... i g . i. 1 0 .I.?, w .A. 4 .3.....,...,.- -h 1,2 ..........:..... _,...............,...,m.. ......,... e...r u .t I 3. . i tn 1.0 - ~ +.. - - - +. - - +. - +. - - +. +.++----+---+----e- - * - + +:.- ----+.---+.--o.-+.--*+.++ G I. ra r.3 4 t" ? : tJe b i. a 6 Ce m ,ty 1 ~- m. c 0.8

  • -----+--*--+-+--4.-*-'.-:-- - --.: - - - - - + - - - ', -- i --+--4.- &.+.*.-

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N -'-g 3 "I System 80+, B35 SSE, CMS 2, Interior Structure, Elev. +91.75, N-S (2% & 5% Damping) f ,d i te 12 t 8: I O ' A, t, ; * : : ( g 1 g I. ? g ?. : 4 4 ?

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  • D

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