ML13191A038
| ML13191A038 | |
| Person / Time | |
|---|---|
| Site: | Monticello  |
| Issue date: | 04/15/2011 |
| From: | Wu J Structural Integrity Associates |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| Download: ML13191A038 (19) | |
Text
ENCLOSURE3 MONTICELLO NUCLEAR GENERATING PLANTSUPPLEMENTAL INFORMATION REGARDING CYCLE 25 INSERVICE INSPECTION SUMMARY REPORT -CORE SHROUD SUPPORT FLAW EVALUATION EC-18051EVALUATION OF THE MONTICELLO SHROUD SUPPORT LEG INDICATIONS CONSIDERING INDICATIONS AT WELDS H8 AND H9(NON-PROPRIETARY VERSION)(18 pages follow)
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Structural Integrity Associates, Inc. File No.: 1100560.301 CALCULATION PACKAGE Project No.: 1100560Quality Program:
0 Nuclear El Commercial PROJECT NAME:Evaluation of the Monticello Shroud Support Leg Indications Considering Indications at Welds H8 and H9CONTRACT NO.:00001005, Release 00027CLIENT: PLANT:XCEL Energy Monticello Nuclear Generating PlantCALCULATION TITLE:Evaluation of the Monticello Shroud with Indications at Welds H8 and H9Document Affected Project Manager Preparer(s)
&Documen afe Revision Description Approval Checker(s)
Revision Pages Signature
& Date Signatures
& Date0 11-11A-I -A-7 y _ / ,/ Preparer:
Computer FilesMarcos Herrera04/15/11 Jim Wu04/15/11Checker:Marcos Herrera04/15/11Gontnens~
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Table of Contents1.0 O B JE C T IV E ..................................................................................................................
32.0 D E SIG N IN PU T S .....................................................................................................
33.0 METHODOLOGY
..................................................................................................
43.1 Shroud Support Leg Safety Factor Evaluation
.............................................
43.2 Future Crack Growth Predictions
.................................................................
64.0 CONCLUSION
S
....................................................................................................
65.0 REFERENCES
.....................................................................................................
7Appendix A ANALYSIS COMPUTER FILES ...........................................................................
A-iList of TablesTable 1: Shroud Weld H7 Resultant Loads and Bending Moments ................................................
8Table 2: Shroud Geometry and Support Leg Load Calculations
....................................................
8Table 3: Shroud Support Leg Geometry
..........................................................................................
8Table 4: Safety Factors for Monticello Shroud Support Leg Evaluation (40% of all legscracked ) .................................................................................................................................
9List of FiguresFigure 1. Indication Found in Shroud Support Leg H-10 @ 240°(obtained from [1]) ...................
10Figure 2: Schematic of CBIN/CB&I Vessel Shroud Support Structure Attachment C onfi guration
[11] ...............................................................................................................
11This doeument eoniktins vezndor proprietary information.
proprietiary inFormatiktn isindieated by a bar in the right hand margin.File No.: 1100560.301 Revision:
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1.0 OBJECTIVE
During the Spring 2011 inspections of the reactor internals at Monticello, Xcel Energy visuallydiscovered indications at the H8 (shroud support-to-shroud) weld and the H9 (shroud support-to-vessel) weld. Previously, in Spring 2009, indications had been observed in 11 of the 14shroud support legs. Indications were observed in one or both ends of the HIO welds at the topend of the support legs at the following azimuths:
10', 300, 60', 1200, 1500, 1700, 1900, 2100,2400, 2700, and 300'. Full characterization of the indications in the H8 and H9 welds is notavailable but this evaluation takes no credit for integrity of these welds. Visual photographs obtained from the examination performed by Xcel Energy are documented in Reference 1.A crack-like indication at the 2400 support leg is shown in Figure 1 as an example.
Per Figure1, the indication runs across the Alloy 182 fillet weld. It is noteworthy that the flaw runs in afillet weld applied to reduce stress between the H1O weld and support cylinder.
The objective of this calculation is to evaluate the integrity of the shroud with the indications atthe H8 and H9 welds and with the indications in the shroud support legs found during theSpring 2009 inspection.
Figure 2 shows a schematic of the Monticello configuration
[11, Figure 5-59].The current calculation assumes no credit for the H8 and H9 welds, i.e., they are conservatively assumed to be filly cracked.
Integrity of the shroud with the indications at the H1O weldwithout credit for the H8 and H9 welds is the focus of this calculation.
The geometry of thesupport legs are provided in Table 3 [5]. One case was evaluated where 40.0% of each leg width(in circumferential direction) was assumed to be flawed through-wall.
These are veryconservative assumptions regarding the flaw length given the observed indications that appearto be limited to a fillet weld applied to reduce the stress concentration between the HIO weldand the bottom of the shroud support cylinder.
Because no credit is taken for either the H8 or H9 welds, the observed indications at theselocations do not impact these results.
Taking no credit for these welds is essentially equal toassuming through-wall flaws.2.0 DESIGN INPUTSSince the focus of this evaluation is whether all of the loads can be taken by the shroud supportlegs, the design input focuses on the support legs only. The shroud support design implemented at Monticello is the Chicago Bridge & Iron Nuclear (CBIN) flat plate design with support legsthat connect to the reactor pressure vessel (RPV) bottom head. A stub is welded to anattachment pad on the inside of the RPV lower head, and the leg is welded to the top of the stuband to the bottom face of the shroud support cylinder (refers to Figure 2.9.2.4 of Reference 4).There are fourteen support legs, each with a thickness of 1.75 inches [5], located 200 or 300apart (see Tables 2 & 3). The legs are fabricated from Alloy 600 material (Sm = 23.3 ksi) withmultiple Alloy 182 welds joining the various leg sections to each other, and joining the legs toFile No.: 1100560.301 Page 3 of 11Revision:
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the low alloy steel RPV and the Alloy 600 shroud support cylinder.
The weld of interest for thisanalysis, as designated in BWRVIP-15
[4], is the weld attaching the leg to the shroud supportcylinder (weld H 10).All of the relevant load [3], and shroud geometry
[5] for the Monticello support legs aresummarized in Table 1 for upset and faulted conditions.
Primary stresses calculated for use inthe structural evaluation of the support legs are included in Table 2. The methodology used tocompute these stresses is described in detail below. Note that no credit is taken for the H8 andH9 welds and therefore details of the shroud support plate are not necessary.
3.0 METHODOLOGY
3.1 Shroud Support Leg Safety Factor Evaluation Access to the shroud support legs is severely limited because of their location in the RPVbottom head region beneath the shroud support structure.
For this reason, the structural analyses performed as a basis for the "BWR Shroud Support Inspection and Flaw Evaluation Guidelines (BWRVIP-38)"
[7] conservatively assumed the presence of 40% through-wall cracking in all shroud support legs.However, Xcel Energy has performed a visual inspection of the legs via access through the jetpump assemblies.
Provision for inspecting the support legs in lieu of a detailed inspection ofwelds H8 and H9 was also addressed in BWRVIP-38.
Flaw tolerance evaluations are providedin Section A.2.7 of BWRVIP-38 that can be used to structurally evaluate the support legs. Themethodology conservatively assumes that all of the applied loading is structurally taken by thelegs. Therefore, welds H8 and H9 are not structurally
- required, other than to maintain thesupport structure configuration (i.e., jet pump support, shroud repair, etc.). As a result, analysessimilar to those shown in Section A.2.7 of BWRVIP-38 were performed for Monticello toconfirm the structural adequacy of the support legs, for upset and faulted conditions, conservatively including assumptions regarding the support leg flaws. Structural acceptability was demonstrated by maintaining minimum ASME Code,Section XI safety factors [10], as perthe recommended approach documented in Section A.2.7 of BWRVIP-38
[7]. This reflects thecondition of assuming no credit for the H8 and H9 welds at Monticello.
The shroud support legs are located sufficiently below the core such that they do not receivesignificant amounts of radiation.
Therefore, linear elastic fracture mechanics (LEFM)techniques are not necessary, and limit load techniques are valid due to material ductility.
Sincethe shroud support legs are essentially "a cylindrical shell with holes," a limit load solutionapplicable to cylinders may be used. Therefore, the ANSC computer program [8] was selectedfor use. The ANSC program was used because of its ability to analyze cracks in cylindrical structures without taking benefit of the cracks taking compression.
This was important for thisevaluation since the spaces between legs, which are effectively treated as flaws in this analysis, have no capability to take compression.
Consistent with limit load techniques, two stresses were computed for use in the analysis:
(1)the primary membrane stress, Pmo, and (2) the primary bending stress, Pb. Consistent withBWRVIP-38 methodology, calculation of these stresses was based on the stresses for the shroudFile No.: 1100560.301 Page 4 of 11Revision:
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H7 weld, as provided in Reference
- 3. The determination of each of these stresses is detailedbelow:Pm: Pm-legs = Pm-shroud (t/tlegs) where: Pm-legsPm-shroud ttlegsPb:where: Pb-legsPb-shroud
= primary membrane stress in the legs (psi).= primary membrane stress in the shroud at weld H7 (psi),4Fa/7E(Do-Di) 2 Fa is the axial resultant force.= shroud thickness at weld H7 (inches).
= support legs minimum thickness (inches).
Pb-legs = (Pb-shroud
+ Ms/Z) (t/tlegs)
= primary bending stress in the legs (psi).= primary bending stress in the shroud at weld H7 (psi) M/Z whereM is the bending moment in (in-kips).
= additional moment for legs due to the shear load applied at weldH7 (inch-lbs).
= S, (2ntRt) H= shear stress at weld H7 (psi)= "lever arm" between shroud weld H7 and limiting leg crosssection (inches).
section modulus for unflawed shroud cross section (inches3).= tR2t-shroud mean radius (inches).
= shroud thickness at weld H7 (inches).
= support legs minimum thickness (inches).
SSHZRttiegsAfter the simplifications, Pb:Pb-legs = (Pb-shroud
+ 2Ss H / R) (t/tiegs)
The calculated values for each of the above stresses are included in Table 2. It should be notedthat the shear term in the calculation Of Pb was conservatively taken to the bottom of the shroudsupport legs (weld HI 1) versus weld HIO. This is consistent with the BWRVIP-38 methodology.
Table 3 summarized the computed azimuths for each support leg. This information, combinedwith the appropriate stress information in Table 1, was input to ANSC to determine whether theassumed leg configuration maintains minimum required ASME Code,Section XI safety factors[10] (2.77 for upset conditions, 1.39 for faulted conditions).
Evaluations were performed forboth the upset and faulted conditions, and the resulting ANSC output is included in AppendixA. It is noted from the output that through-wall flaws were placed in the spaces between thelegs and the leg with the indication to represent the fact that there is actually no material presentin these regions.File No.: 1100560.301 Revision:
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From the ANSC results, the safety factor was calculated using the following relationship:
ISafety Factor, SF = Pb + PmPb +Pmwhere: Pb' = minimum failure bending stress from ANSC output (psi).The resulting safety factors are shown in Table 4. In Table 4, it was assumed that 40% of eachleg width (in circumferential direction) was flawed through-wall and one leg was cracked 100%(consistent with the Reference 2 evaluation).
These are very conservative assumptions regarding the flaw length given the observed indications that appear to be limited to a fillet weldapplied to reduce the stress concentration between the H1O weld and the bottom of the shroudsupport cylinder.
3.2 Future Crack Growth Predictions An evaluation of current operating conditions at Monticello was performed relative to predicted growth of the identified indication, with the results documented in Appendix B of Reference 9.The current water chemistry conditions in the Monticello lower plenum were considered, and itis concluded that growth of the identified indication should be bounded by a crack growth rateof 5xl 0-6 inches/hour, or 0.086" for one twenty-four month operating cycle. Use the leg widthof 7" from Table 3, and conservatively assume that crack grows from both ends of a leg, thenumber of years cracks can grow before they reach 40% of the total width is given as:40% x 7"/(5x 10-6 inches/hour x 2) = 31.9 years
4.0 CONCLUSION
S Based on the safety factors shown in Table 4, the required safety factor was reached when 40%of the leg width was assumed cracked through-wall along with one leg cracked 100%. Theseresults are considered to be extremely conservative because no structural support from weldsH8 and H9 was considered.
Therefore, if some structural support from welds H8 and H9 isconsidered, it is expected that significantly larger margins would be obtained.
Assuming nocredit for the H8 and H9 welds is equivalent to assuming a through-wall flaw at H8 and H9welds.Based on the results of this conservative evaluation, tip to 40% of each support leg HI0 weldmay be flawed (with one leg totally flawed) and still meet the required safety factors ofBWRVIP-38.
The current indications at H1O are relatively small and essentially not propagating.
Even if crack growth is postulated
(@5xl 0-6 in/hr) per Reference 9, the required safety factorswould be met for several operating cycles.File No.: 1100560.301 Page 6 of 11Revision:
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5.0 REFERENCES
- 1. E-mail from David J. Potter (Xcel Energy) to Marcos Herrera (SI), "Official transmittal of Indications,"
Received on 4/13/09, SI File No. 0900485.201.
- 2. Structural Integrity Associates Calculation No. 0900485.301, Revision 0, "Evaluation ofthe Monticello Shroud Support Leg Indications:
2009 Inspection,"
4/24/09.3. Design Information Transmittal (DIT), DIT 13638-05, EC 13638, Extended PowerUprate (EPU), GE Hitachi Report No. 0000-0122-2954, R 1, Structural Integrity Associates, SI File No. 1001207.201.
- Project, "Configurations ofSafety-Related BWR Reactor Internals (BWRVIP-15)," EPRI PROPRIETARY, March1996, SI File No. BWRVIP-01-215P.
- 5. Structural Integrity Associates Calculation No. EPRI-98Q-314, Revision 1, "ShroudSupport Legs Structural Evaluation,"
6/16/97.6. Email from Verne Thompson (XCEL Energy) to Jim Wu (SI), "RIPD Loadverification,"
11/22/2010, SI File No. 100 1207.202.
EPRIPROPRIETARY, SI File No. BWRVIP-01-238P.
- 8. ANSC, "Arbitrary Net Section Collapse for Thin Cylinder,"
Version 2.0, Structural Integrity Associates, SI File No. QA-1900.9. Structural Integrity Associates Report SIR-00-008, "Evaluation of the Monticello Shroud Support Leg Indication,"
January 21, 2000, SI File No. NSP-40Q-401.
- 10. ASME Boiler and Pressure Vessel Code,Section XI, Rules for Inservice Inspection of Nuclear Power Plant Components, 1995 Edition with Addenda through 1996.11. EPRI Report No. NP-7139-D, "Reactor Pressure Vessel Attachment Welds:Degradation Assessment,"
May 1991File No.: 1100560.301 Page 7 of 11Revision:
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SStructural Integrity Associates, Inc.Table 1: Shroud Weld H7 Resultant Loads and Bending MomentsWeld Resultant Axial Force (Fa) Resultant Bending Moment (M) Resultant Shear Force (Fs)(kip) (kip) (kip)H7 Upset 463.33 41733.89 258.63H7 Faulted 977.80 122762.13 1143.83Note: RIPD Loads in Reference 3 is included in the above resultant forces and moment per Reference 6Table 2: Shroud Geometry and Support Leg Load Calculations Condition Shroud Shroud Leg Leg Loads and StressesOD Thickness,
(=Shroud)
Height, Pm at Pm for Shear Pb at Pb Due to Total Pb (psi)(inches) t (inches)
Mean Limiting Weld Legs Force Weld Shear (psi) [See Note 3]Radius, R Cross- H7 (psi) F, at H7 [See Note(inches)
Section to (psi) [See Weld (psi) 2][=(OD-t)/2]
Weld H7, [See Note I] H7, [SeeH Note (kips) Note 5](inches)Upset 163.5 1.75 80.9 64.0 521 521 258.63 1173 460 1633Faulted 163.5 1.75 80.9 64.0 1100 1 1100 1143.83 3450 2036 5486Notes:1. The Pm for the legs is the Pm at weld H7 scaled by t/tieg,.2. The moment due to the shear is conservatively calculated as FH. Thus, the Pb due to shear is FH/(tR2t)..3. The Total Pb is the sum of the Pb due to shear and the Pb at weld H7, scaled by t/tess.4 Pm=4Fah/(Do-Di)
- 25. P,=MDo/2l Table 3: Shroud Support Leg GeometryLeg LegLeg Min. Leg Starting EndingCenter Leg Thickness, Azimuth AzimuthLeg Azimuth Wndth, W 4095 (degrees)
(degrees)
No. (deqrees) nches) (inchesi
[see Notel Isee Note I1 10 7.0 1.75 7.62 12.482 30 7.0 1.75 27.52 32.483 60 7.0 1.75 57.52 62.484 90 7.0 1.75 87,52 92.485 120 7.0 1.75 117.52 122.486 150 7.0 1.76 147.52 152.487 170 7.0 1.75 167.52 172.488 190 7.0 1.75 187.52 192.489 210 7.0 1.75 207.52 212.48tO 240 7.0 1.75 237.52 242.4811 270 7.0 1.75 267.52 272.4812 300 7.0 1.75 297.52 302.4813 330 7.0 1.75 327.52 332.4814 350 7.0 1.75 347.52 352.48Note: The leg azimuths are estimated as +/- tan-'[(W/(2R)]
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SStructural Integrity Associates, Inc.Table 4: Safety Factors for Monticello Shroud Support Leg Evaluation (40% of all legs cracked)Pb' (I) Computed Allowable Condition (ksi) Safety Factor, SF Safety FactorUpset 8.458 4.168 2.77Faulted 8.223 1.416 1.39Note: (1)Refer to the ANSC output contained in Appendix A.File No.: 1100560.301 Revision:
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SStructural Integrity Associates, Inc.Date: April 9, 2009Time: 22:00Component Description Component Identifier Video References Shroud Support Leg H-I 0 @ 2400 Vid_0353.avi Summary No. 107714Description During the VT-3 examination of H- 10 @ 2400 a crack -like indication was discovered on the CW end ofthe weld. This weld was accessed through JP-14.04/920 -0S 1 3 8 41G9Figure 1. Indication Found in Shroud Support Leg H-10 @ 2400(obtained from [11)File No.: 1100560.301 Page 10 of 1IRevision:
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V Structural Integrity Associates, Inc.1/8 -3/16"SHROUD BAFFLE PLATETIE-IN OVERLAYER 308L OR ER 309LENiCrFe-3 (182) ORERN'Cr-3 (82)ENiCrFe-3 (182) ORERNiCr-3 (82)ER 308L ORER 309L,- SHROUD LEDGESB-168SHROUD SUPPORTSTUBS (,14 TOTAL)$8-168ENiCrFe-3 oR BUILD-UPERNiCr-3/- ENiCrFe-3 OVERLAYWER HEAD'GM ENT-533 GR BFigure 2: Schematic of CBIN/CB&I Vessel Shroud Support Structure Attachment Configuration
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