JPN-87-018, Forwards Addl Info on Results of IGSCC During Reload 7/Cycle 8 Outage.Total of 48 Welds Inspected Including,Overlays & Cracked Welds.Util Plans to Implement Leakage Surveillance, Per Generic Ltr 84-11
| ML20206S753 | |
| Person / Time | |
|---|---|
| Site: | FitzPatrick  |
| Issue date: | 04/09/1987 |
| From: | Brons J POWER AUTHORITY OF THE STATE OF NEW YORK (NEW YORK |
| To: | NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM) |
| References | |
| GL-84-11, JPN-87-018, JPN-87-18, NUDOCS 8704230047 | |
| Download: ML20206S753 (65) | |
Text
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123 Main Street WNte Plains, New Wrk 10601 914 681.6240 John C. Brons
- > NewYorkPbwer s- ~ nes-
& Authority April 9, 1987 JPN-87-018 U.S. Nuclear Regulatory hinaion Attn: ntvmant Control Desk Washington, D.C.
20555
Subject:
Docket No. 50-333 Intergranular Stress Corrosion Cracking Inspection Results for the Reload 7/ Cycle 8 Refuel Outace
References:
- 1. NRC letter, D. B. Vassallo to J. P. Bayne, dated May 24, 1985, requested inspection plans.
- 2. NYPA letter, J. C. Brons to D. R. Muller, dated October 28,1986 (JIN-86-49), described the inspection plans for the 1987 refueling outage.
Dear Sirs:
In R2ference 1 the NRC staff requested the Authority's plans for piping inspections and/or modifications to be empleted during the next refueling outage. In Reference 2 the Authority detailed plans for intergranular stress corrosion cracking (IGSOC) inspections to be performed during the 1987 refueling cutage. 'Ihis letter describes the results of these IGSCC inspections.
Although there were sme changes in interpretation of the data during this inspection, no new IGSOC was found on the Recirculation System. 'Ihree indications were found in the core spray "B" locp. A total of 48 welds were inspected including all overlays and cracked welds.
All weld overlays (6 total) installed prior to the 1987 refueling outage, were surface finished to enhance inspectability, and inse~t by personnel qualified in the Electric Power Research Jmu.tute - Boiling Water Reactor Owners Group (EPRI-EHROG) program.
None of the overlays contained indications of IGSCC.
8704230047 870409 PDR ADOCK 05000333 G
PDR q
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De&a'+% of IGSCC was performed by EBASCO using manual techniques and Independent Testing Imbs (ITL) using autanated P'-acan. All IGSCC indications were sized by two EPRI-qualified inspectors (EBhSCO and General Electric personnel). Pmt to inspection personnel was apprainately 24 person-rem, not including field supervisien and craft support.
Attadiment 1 sununarizes the results of the IGSCC inspection program. 'Ihis attadiment centains the inspection sn= navy, weld overlay information, piping modifications, and cre.ck growth analyses i
performed. details an inspection matrix for the five welds that have been determined to contain IGSCC, and the two welds that have i
been evaluated caneervatively as containing IGSOC. details the weld overlay design information for new overlays. naranas of IGSCC indications found this outage, three additional weld overlays were installed on the core spray "B" loop.
Surface finishing was not performed at this time resulting in a savings of radiatim exposure estimated at 8 pur cn-rem. At the present time, the Authority plans to replace this piping during the 1988 refueling cutage. Attachment 3 details the weld overlay design information.
Attadiment 4 details the crack growth analyses performed on welds with IGSCC indications that have not been repaired by the weld overlay prmaan. 'Ihe welds analyzed are, 28-48, 28-53, 28-56, 12-61, and 28-113. It is noteworthy that no crack growth has been found since induction heating stress inprovement (IHSI) was performed on these welds in 1984. Additionally, welds 12-4 and 28-112 have been analyzed even though the indications in these welds do not exhibit IGSCC-like characteristics.
A total of 27 IGSCC susceptible welds were removed. 'Ihe cost of these piping modifications is over $1.50 million. Radiation exposure to craft labor and mere, A. supervision is apprminately 134 j
person-rem.
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'Ihm Authority plans to inplement hytt: ogen water dientistry in the i
Fall of 1987 to further mitigate and prw/ent the occurrence of IGSOC 1
in both piping and vessel w Am.
'Iha Authority also plans to inplement augmented leakage surveillance in accordance with the requirements of Generic Istter 84-11, Attadanent 1.
(
Should you or your staff have any questions regardirq this matter, please centret Mr. J. A. Gray, Jr. of my staff.
Verytru)y gf w
/
E
% John C. Brons Senior Vice President Nuclear Generation oc: Office of the Resident Inspector U. S. Nuclear Regulatory Cannission Post Office Box 136 Iycaning, New York 13093 U. S. Nuclear Regulatory h inaion 631 Park Avenue King of Prussia, Pennsylvania 19400
F-ATDOttENT 1 TO JPN-87-018 ADDITIGIAL DUGB9LTIN W INTERGRANUIAR STRESS ODRIOSIN GACKING INSPECTIN DURDQ REPUEL 7/CYC2 8 CUDGl 4
4 4
1 4
I J
NEW YCRK ICHER AUDERITY j
JAMES A. FTI2PATRIG NUC2AR POWER PIANT DOCKET No. 50-333 I
l
l.0 Introductim As described in Reference 2, the Authority has inplemented an Ihy 11ar Strees Otzrosiat Cracking (IGSCC) inspection program for stainless steal piping welds at the James A.
FitzPatrick (JAF) Plant. 'R11s program was designed to omform to draft Revision 2 of NUREG-0313 with exceptions as noted in Referanos 2.
Party-two welds were in the original inspection plan as detailed in Referenos 2.
Six welds were to be inspected by the MINAC (hi@t energy radiographic inspection tactinique) process. However, only 2.5 welds were inspected by the MINAC process, and the film was evaluated as ur+--f =hle for int.1.p 0stion per either Section V of the ASME code or EPRI Report NP-3828.
An additimal four NUREG-0313 Chtegory C welds were inspected as a result of a thorou$1 data review of previous IGSOC ir-5++ ion data. Data ihr.^uttien differences were noted on these four Category C and Category E welds that had been inspected in the original weld program. 'the indications had all been noted sinos 1984 and had been inspected previously by at least two impar +<we fram different firms in 1984 or 1985.
All welds in dicit ihr.^41cn differences between the firms were noted based on a past data review were inspected durity the 1987 reftaaling cutage. 'Ihm welds are listed in a matrix format in Attacfiment 2.
'!he inspection results and inspection firms frce 1984 to the present are also identified.
Due to the dotar+1r'n of IGSOC indications in the "B" core spray Piping (Qategory D welds), all Category D weldments were inspected (10 total).
Table 3 provides a summary of all welds (by NUREG-0313 M ww.y) imp-+M during this cutage.
2.0 Pereennel Qualificaticris All personnel were qualified in accordance with the (Electric t
Power Researtis Institute - noiling water Reactar Owners aroqp (EPRI-EMROG) training program. Detection of IGSOC was performed by EBASCO using ammal examinations and Independent Testing Imbs (ITL) using autamated P-ecan.
Sizing of IGSOC indications was perforseed by two independant exuainers, both qualified in sizing in the EPRI-IMROG training program. 'Ihis is in arvvwdanos with NUREG-0313 Rev. 2 (Draft). 'Iha examiners were also fran two irdepi=A.t firms (EBASCO and General Electric).
i i
u 3.0 unld overlav Irw&milatim ard hiriatims
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Wald overlays installed before the 1987 refuelirq outage were surface finished (field criteria of 250 Itei-Flatness of 1/32" I
per incit) to enhance inspectability. All overlays have been re-evaluated to the design requirusents of NUREG-0313 Revision 2 (Draft) " Standard Wald overlays". Inspections were performed by personnel qualified in this asthod by the EPRI-Em0G trainirq program. Althoudt there have been differences in interpretations, the irdin=&ir=1 data has been consistant.
3 Table 1 hi$14d*= the as-built data fztza the overlays after i
surface finishing had been performed. The as-built data is provided in Table 1 to this attachment. Design information is provided in Attachment 4.
Wald overlays (3 total) installed durirq the 1987 refuelirq cutage were designed in accordance with NUREG-0313 Rev. 2 i
(Draft). Two weld overlays were the " standard weld overlay" as defined in NUREG-0313. One weld overlay was the " designed type" as defined in NUREG-0313. This overlay was installed on a weld that had four axial flaus considered to be IGBOC. The as-built data is provided in Table 2 to this attachment. All overlay thickness maa-resents do not include the first dye penetrant tested clear layer.
Surfaos finishirq and inspecticrt of the wald overlays was not performed at this time due to the hi$1 estimated radiation exposure (8 person-ren). The safe and and pipirq has been puri:hemed and is schedaled for replacement daring the 1988 refueling outage. If the core spray pipirq is not replaced
å the 1988 refueling cutage, the core sprey weld overlays will be surface finished and inspected. A bonding inspection was performed on these three welds.
4.0 Pipite Modifications Two major pipirq modificaties were cxupleted daring the 1987 refueling cutage. The Reactor Recirculation System bypass lines were removed and capped. This removed 20 IGeoc
===+ih1e welds (NUREG-0313 Category D) frtaa the plant. The cap anterial was 304L and the 304 weld-o-let had a corrosion resistant n1= Mig (308L weld metal with IN greater than 8) installed for IGeoC resistanos. The four cap welds are considered to be category A.
Radiation exposure to field supervisors and craft labor was apprtacinately 46 person-rum to ocuplete this work.
N
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'!he Remishal Heat Removal (14HR) suction pipirq and Reactor Water clearMy suction pipirq were also replaced. 'Ihm stainless steel pipe material was replaced with hi$1 tou$nians
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na*wwt steel material. 'Ihm type 304 pipe was clad with 308L weld metal (FN p t.s then 8) prior to weldirq to the carbon j
steel pipe. 'Ihis removed seven category D welds. 'Ihm replacement welds are elaamified as Category A.
'Ihm radiation i
emposure to field supervisore and craft labor was e.dmately 88 parean-run to amplete this work. Installation costs of the i
above modificaties were about $1.5 million.
i j
5.0 paia=='+4rws of taald= with Previa = Irdinatirwis Eadt of the unrupaired welds, previously dar1msd cracked, (12-4,28-112, 28-53) were reinspected this cutage.
Additionally, three welds (28-48,28-113, 12-17) that were previcumly called IGSOC in 1984, but were evaluated as not cracked during the 1985 refuel cutage, were re-inspected.
j Althou$1 the data for these indications has been consistant, 1
there have been differences in int-cr.Untion. 'Iherefore, a review of all past IGBOC data shasts (1984 and 1985 cutages) was perfbeend. As a result, four additional Cint.vay C welds were inspected (12-61, 28-56, 28-57,12-81). '!hese welds had been noted by one ir==='+i'=1 firm (EBh800) to have relevant indications dtidt were evaluntad by the agency responsible for discriminatien and sizing (Krattuurk Union-100) as tool marks, l
fusien line indiation ce mot gecaustry. Attachment 2 contains the weld mammary for all welds in Wtich indications determined i
to be IGBOC had been noted durirg this cutage or during past cutages.
{
Walds 12-57,12-81, and 12-17 hema been inspected, and no IGSCC indicatie s were noted. Wald 12-17 is included in the weld mammary (Attachment 2) because indicaties in this weld had been nelled I(BOC in 1984.
Endt of the mespaired welds were inspected by a qualified in-=r+- either mermaally by EBh800, or usirq autcmated M l
by ITL. Any indication was then sized by two qualified i
j innpactcre (EBASOD and General Electric (GE)) for final i
evaluation and discrimination of the indication. A massary of l
the inspection methodology and oceparative results are diarmand below and in Attachment 2.
1 Wald 12-4 EBhSCO first identified this indication (length of 1") in 1984 upon ocupletion of Irukaction Heating Strees Improvement Process (DEI). '!he data was turned over to the JAF Inval III vaxaminer
{
for further waluation, and 100 performed a discrimination and i
sizing assumination in the area of interest. les dotarained the indiention to be IGSOC 1.2" in length with a throu$t% mil dimensim of less then 7.54.
4
7 In 1985 EBh800 again examined the wald, 2 e data showed that the indication had a total length of 2.5"(different amplitude IGing levels fram 1984). EBASCD was unable to size this indi*im ce generate any crack tip signals. his indication was again evaluated by M and datarmined to be IGSOC with a length of 1.9" and depth of 74.
In 1987 this wald was again inspected and the indication noted in the same area at a length of 2".
EBhS00 was unable to size this irdi*im ce detect any crack tips or IGS00-lika responses. Se GE Inval III examinar then re-inspected the wald in the area of interest. Se GE Inval III examiner also noted the indication but was unable to dotaraine depth or IGSOC characteristics.
S e differences in length noted are the result of improved inspection tacimiques and Igg as a result of crack growth.
um1A 12-17 EBhS00 identified an intermittent indication during the 1984 cutage. M then inspected this wald and found it to be IGSOC with a length of 1.6" and a depth of less then 10%.
In 1985 EBh800 inspected this wald, and an intermittent indi+1m was noted, althou$1 it did not exhibit any IGBOC characteristics. M performed a sizing ammaination cut this wald and found the indi*im to be root gecuatry.
In 1987 this wald was re-inspected by ITL using inutcented P-scan. A low level suplitude signal was noted in this area, althou$1 it was not indicative of IGBOC. EBh800 and GE perfonned independent detection and sizing examinations. No throug M all dimension could be obtained, and the signals did not exhibit IGBOC characteristics.
Mald 12-41 ERhSCD and M detected this indicatica during the pre-DEI annuaination portamed in 1984. EBh800 reported a length of 3" during their emaninstion. M evaluated the indication as IGBOC with a length of 0.5" and depth of less then lot through wall.
EBASCO then perfcomed a post-IHSI eaun in 1984 and found the indication to have a len;rth of 5".
M discriminated this area and found this conditica to be counterbore. No through-wall dimension could be determined. Se JAF Imvel III examiner also examined this wald and reported a length of 5", but the signals did not exhibit IGSOC characteristics.
In 1987 EBh800 perfonamd this examination and found an IGSOC ind!*im in an area of sharp counterboro (area noted in 1984) with a length of 0.4" and a depth of less than 10%. Se GE Inval III emmainer confined this indication to be IGBOC having a length of 0.5" and a anwimaq depth of 10%.
r:
Wald 28-112 EBASCD inspected this weld in 1984 ard found an indication with a length of 0.5".
M omifimed this indication as IGSOC with a length of 0.5" and a mawi== depth of 17% through-wall.
In 1985 EBASCO irspected this wald and found IGSOC in the same area with a length of 0.5" (50% to 50% amplitude zwaing levels) and a maw 4== throu$ Mall dimension of 174. M re-inspected this wald for discrimination and sizing and found l
it to be IGBOC with a length of 4.75", and a mawi==
throug M all of 164. Differences in length between 1984 and 1985 are attributed to differencgs in amplitude swding levels (1984-50% to 504/1985-04 to 0%).
In 1987 ERASCO again detected this indication in the mass area. A sizing enemination performed by the EBASCO Isval III examiner revealed this indication to be of root crigin. Also the signal did not exhibit any IGSOC cinaracteristics. The GE Inval III eneminar also examined this weld in the area of interest and oculd not discriminata any IGSOC indications in this area.
Wald 28-48 ERASCO first identified this IGSOC indication in 1984 during a pre-IIEBI emanination as having a length of 1" (50% to 50%
recording level). The indir=+1m was evaluated by the JAF Inval III aumminar and found to have a length of 3.1" (0% to 0%
rwaing level) with a unwimm depth of 18%. M discriminated and sized the indication during a post-IIBI aummination and found it to be IGSOC with a length of 1.2" and a throu$Mell dimension of less than 10%.
In 1985 EBASCO r 6 this weld and found it to have a length of 2.37" (20% to 20% recording level) and a mawi==
depth of 20%. M inspected this weld for discrimination and l
sizing and determined the indi'=+1m to be root geconstry.
In 1987 this weld was inspected by ITL (autcusated h) and l
the indication noted in the some area. mso independent sizing
)
eneminations were parfansed by EBhS00 and GE, and an IGSOC indication was determined to meist in the w as area as noted in 1984. She length was determined to be 1.5" (0% to 0% recording level) with a navi== depth of 204. The differences in sizing length are attributable to differences in amplitude recording levels; there has been no growth of the IGSOC indication since the indication was first identified in 1984.
Wald 28-53 EBASCO first 1&mtified this indication in 1984 as having a length of 1".
Two indiaties were also noted in this name area (total length of 12"), but when plotted it was determined to be root gemstry. M inspected this weld in 1984 with par +iaq=r emphasis in the area of the three indications. M noted cna indicaticrt as IGSOC with a length of 0.5" (50% to 50%
zwding level) and a depth of 0.08".
The other indications were evaluated to ha counterbare.
In 1985 EBhSCO inspected the weld, and the same indications were noted. M perfremad a discrimination and sizing examinaticm and determined the indications to be ID and root gecastry.
In 1987 EBhSCO re-inspected this weld. An IGSOC indication was noted as 10" in length in the seen area as the three previous indications noted in 1984. The throM dimension did not examed 0.1" (Avi=nq of 10%). 3his weld was re-eannined by the GE Isval III examinar and found to be IGSOC with a length of 12" and a depth of 154. ITL also performed a detection examination of this weld after all sizing had been coupleted and noted this IGSOC indication with a length of 12.25".
Since this weld h the requirements of a circumferential flaw of greater then 10% (Reference ICREG-0313, Rev. 2, Draft, Par.
4.5) this weld will be rlammified as a NUREFe0313 Ottagory F weld.
Mald 28-56 EBMKD first identified this indir=+iewt (indication 1) in 1984 as having a length of 0.75".
A =i=ile indication (indication
- 2) was also noted at a distance of 20" frtan the other i
indiaticri. 1his indication exhibited the sees signal characteristics as indicatics 1.
Due to radiation exposure i
concerns, only indication 2 was evaluated by M.
1his indication was datannined to be of root =--- W.
{
This weld was inspected in 1987 due to the discrepancy noted above. EBASCO detected the IGSOC indication identified in 1984 (1) with a length of 1" and a throu$1-wall dimension of 154.
Indication 2 was not considered a m iable indication. The indiation was also sized by the GE Inval III examiner and found to have a length of 2.5" with a depth of 20%. The change in length is attributable to the difference in amplitude r h aing levels between the 1984 and 1987 examinations.
i_.___._.___,----------- -
- - - ~~ - - '- "'- ~ ~ ~ ~ ~ ~
~ - ~ ~ ~
1 Wald 28-113 i
In 1984 EBASCO k-g+1=d this weld and identified three 1
indicatim s in a pre-IHSI examination. 'Iha weld was turned over to EMU for discrimination and sizing. M performed a post-IHSI examination, and cna indication was considered to be j
IGSCC and was sized at a length of 0.5" and a depth of 10%.
In 1985 EBASCO again inspected this weld, and the same threa i
areas were noted as exhibiting relevant IGSOC-lika indicaticais.
Mari== depth on one indication was 10%. EWU again re-inspected this weld for dianrimination and sizing of the indications. All indications were evaluated as root j
g.c a ar fusion line indications.
1 j
Based on the above dih imhiles, EBASCO re-avamined this weld i
in 1987. '!he above three indicaticals were again detected and i
sized as IGSOC by EBASCO. 'Ihm weld was then avamined by the 2 l
Isval III examiner, 20 concluded that the areas did exhibit IGSOC-lika signal characteristics. Additionally, after all i
sizing was cxmpleted, ITL examined this weld with P-scan t
equigunent. 'Ihey were able to verify two of the three f
indications as IGSoC with apptminately the same length. One indication could not be resolved. Attachment 2 die-the
]
IGSCC data for this weld. Sinos the aggregata length of the three flaws awmada 10% (Reference NUREG-0313, Draft, Par.
l 4.5), this weld will be r laamified as a NUREG-0313 Category F i
weld.
f, 6.0 Flaw Analysis 1
J is the fracture mechanics evaluation for all the i
flaws described above (12-61, 28-53, 28-56, 28-48,28-113) that are ocmsidered to be IGSCC. Walds 12-4 and 28-112 are I
also analyzed as having IGSOC althatup each weld was evaluated l
by two sizing inspectore who could not confirm the indication i
as IGSCC. Wald 12-17 is not ocnsidered IGSCC hat'anan no IGSOC j
oculd be detected by three independent agencies.
I
'Ihm flaw avaluation is in accordance with NUREG-0313, Rev.2 4
(Draft). A brief descripticrt of the methodology is also
)
included. 'Iha analyses have been performed by Structural
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Integrity Amanr intes.
1 I
'Iha Authority has three bi-metallic welds on each RHR loop (six 9
welds total) that contain Inconal 182 weld " butter". Until now l
it was thought these welds cx7.11d not be inspected by ultrasonic
{
methods. It was decided that the welds should be inspected by j
the MINAC method, and a vendor was contracted to perform this i
work. Due to high personnel exposure (3 person-rem total) and j
poor results, only 2.5 welds were inspected.
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1
'Ihm rarii f assic film was liit r.ted by a ocnsultant qualified in this method from the EPRI-B GOG program. 'Ihm radi%adas were ruviewed and omsidered ur-v=*ahle for int-r Lation per either mar +4m V of the ASME Code or EPRI Report NP-3828.
l
'Iha equipment was " experimental" and required extensive hands m adjustment.
'Ihm welds were inspected by the dp p.r Latit method and have been inapar+='i durirq the vessel inservios praa=we test prior to startup. No leakage was noted.
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Elaht (8) welds that ocribuin Incenel 182 weld " butter" i
were irianar+a'i.
'these are the safe end to nozzle welds. Ir-ustions were by marmal and aute=ated ultrasmic methods, t
'Iha Incanal weld butter has been identified as an IGSOC
-=r=+ihle area durirq pipe replar=nant activities. As a.
result, safe end to nozzle calibratim blocks were fabricated
)
l whim represented the as-built candition of the welds. 'Ihese i
calibration blocks were used for ulLosciiic examinatim
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wh mlibratim prior to use in the field.
j No IGSCC was detected durirq the ir-;-+ Tim of these welds.
4 Based on the ir-+-^-im of the safe-end to nozzle welds in whi& no IGSOC was found in the Inconal weld butter, the Authority is confident that no IGSCC is ar+ir iM ted in the RHR welds that ocritains a similar weld butter.
j IING TEmf Ilusm;nM PIAN KR 'IFPM WRTFM:
4 An interference walkdown has been performed on these welds to allow a future vendor (MINAC or Automated UF) to review the interferences and design equipment to meet the clearances.
Surfaos ocritours of the welds have been taken to allow i
onlibration blocks to be fabricated to i.s-- at as-built candities.
'Ihm weld histories have been researdied to review the weld i
detail and fabrication records. Calibration blocks will be fabricated to ivnit as-built ocnditions. Ultrasonic s
-.tnis, usirg refracted longitudinal waves, will be developed to ir-pm t these welds in the 1988 refuel outage.
8.0 Fliture Inspections Based m the Authority's activities as detailed above, no 1
additimal ir-pectims are planned until the next refuelirq cutage, tentatively admrbled for the b^ummer of 1988.
All welds with noted IGSOC conditims will be examined during the next refueling cutage.
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TABLE 1 STATUS OF SMV. 7_C'JS WEID OVERIAYS 1987 2
MID #
YEAR DESIGN DESIQi AS-BUILT 1
1 2
APPLIED IINGIN THICKNESS IDCIH THIQQESS (in.)
(in.)
(in. ) '
(in.)
3 12-12 1984 3.00 0.32 2.89 0.47
(
12-23 1984 3.00 0.24 3.36 0.48 3
12-64 1984 3.00 0.28 2.95 0.61 r
12-69 1984
~3.00 0.29 3.25 0.45 l
i l
12-70 1984 3.00 0.24 3.37 0.30 I,
i 22-22 1985 4.87 0.35 5.29 0.58 y
NUIE:
l.
AIL WELD OVERIAYS WERE RE-EVALUATED TD CURPH(r CR11EIA IN 3986.
I I
2.
AIL WELD OVERIAY SURFACES WERE IMPROVED IN 1987. AS BUILT DIMENSIONS ARE AFTER SURFACE IMPROVEMENT.
- {
- l. l I
3.
IRUIH AT DESIGN THICKNESS = 3.1" FDR WEID 12-12 AND 3.3" FOR WELD 12-64.
ltI f 1 4.
AS BUILT THIQ(NESS DO NOT TAKE CREDIT EDR THE FIRST PT CEAR WEID IAYER.
i
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TABLE 2 STATUS OF WED OVERIAYS INSTALLED DURING DE 1987 REFUEL OUTA2 WELD #
YEAR DESIm DESIG AS-BUILT APPLIED IHKTIH THICKNESS IRKini HIIGNESS (in.)
(in.)
(in.)
(in.)
10-14-493 1987 3.00 0.20 3.11 0.27 Note 3 10-14-495 1987 3.00 0.125 3.80
.162 i
10-14-496 1987 3.00 0.20 3.44
.293 A
WIE:
L.
SURFACE F~JISHING HAS Nor BEEN PERFURMED.
2.
IEESE WEWS ARE ON THE CORE SPRAY "B" PIPING IBOP. DiIS PIPING IS SCHEDULED TO BE REPIACED DURING IEE 1988 REFUELING OUTAG. IF THE PIPING IS NOT RhPLACED SURFACE FINISHING OF THE OVERIAYS SHALL BE PERFORMED.
3.
LFAKAGE BARRIER ONLY.
4.
AS BUU.T DIICKNESS DO Nor TAKE CREDIT FDR TIE FIRST PT CLEAR IAYER E
5 E
E I
C i
1 l
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ATDOMENT 2 'IO JPN-87-018 INSPECITCN HTSIGN OF WEIDS 'IHAT MAY O WIAIN IG T NEN YORK POWER AI7If0FTIZ JAMES A. FITZPATRICK NUCIEAR IVWER PIANT DOCKET NO. 50-333 i
l I
.e w,-
,,----,-c w.
,n,.
AITA09ENr 2 Page 1 t
WEID IDf 1984 OLTA 2 1984 OUIA2 1985 CurAGE 19o7 OUIA m ImstLTS PRE-IHSI POST-IHSI 12-02-2-04 i
EBASCD N/A DD. NOIED: Irl" Il0.NDIED:Ir2.5" 110. N01ED:Ir2" RE-EXAM IEKT REIHL OUDE ND TtstD4RIL DIM.
NO ICSQ: QUALITIES 10 IGSG 1
(
G2OAL IIICIRIC N/A N/A N/A DD. IEE: 172" 20 ICECC QUALITIES IGAFIWDtK UNION N/A ICSG: I?O. IOIED:
ICSG: DO.IE E :
N/A tr1.2"D-7.52 OuX) Irl.9"D-71 092) 12-02-2-61 EBASCO IND. NDIED: 173" DD. NDIED: Ir5" N/A ICECC 110. IEED:
RE-EXAM IEXT RDVEL OUDG 4
17.4" D-10% (.06")
IGSOC G2DAL IIECIRIC N/A N/A N/A ICSCE I20. ImE:
17.5" D 10% (.06")
IGAFIWERK INION DD. ImE Ir.5" DD. IDICIH - 7.75" N/A N/A D=101 0'AX)
DUE TO COLNIERBORE NYPA (OdiER)
N/A IND. NUIED: 175" N/A N/A
}
28-02-2-112 EBASCD N/A IPO. ND1ED: 17.5" DD. NOIED:Ir.5" PRIOR DO.NDIED:
RE-EXAM IEXT RDtEL OUDG 20 TIRU-WAIL DIM.
(50% to 50%) D-17%
NO ICSQ: QUALITIES NO IGSCE G2 GAL EIR:IRIC N/A N/A N/A PRIOR DC. NOID:
20 ICSCC QUALITIES KRAETWERK INION N/A DC. IEED: 1r.5" DC. IEED:Ir4.75" N/A (501-502) D 17%
D-16% (.2")
i' i
i 4
i i
1
?
I 4
i
Page 2 WE%D IW 1984 OUIA 2 1t84 OUrA 2 1985 0UIA2 1987 OUrA2 RESULTS PRE-INSI h Er-IHST 28-02-2-113 EBASCD 3 IND, N01E 1UTAL VERFIED IND. PREV.
3 IND. NOIED TorAL 3 IND. NDIE:1UTAL RE-EXAM NEXT REFIEL OUIA2 101E: SAME "L" 1r8.5"(20%-20%)
1r13" TO ENDEVINTS IGS(I D-10% (MAX)
(0% to 0%) D 17% (.22")
Q NERAL ELECTRIC N/A N/A N/A 3 ICS(E I?D. NDTED:10rAL 1r13" D.23" (MAXIMM 18%)
ITL (ALimAIED)
N/A N/A N/A F0UND 2 0F 3 IGSCE IND.
IUIAL Ir10.9" l
KRAFIk U K UNION N/A 1 REEVANT IND.
AIL 3 IND. DUE TO N/A FUIE:Ir.5" R00r & FUSICM.INE GEIM.
D=.13" (101) 28-02-2-48 EEASCD IND. NUIED: Irl" N/A IND. NDJD:L-2.37" ICSCC IND.NDIED:
RE-EXAM NEXT REFUEI. OUIA2 (50%-50% ID UrH)
D=20% (MAX) 171.5" D=.25" (20%)
ICS2 i
GENERAL IIKTRIC N/A N/A N/A IGSOC IND. NDIE : 1r1.5" (0% to 0%) D.25" (20%)
IR. (AUITAIE)
N/A N/A N/A ICSCE IND. FUTED:
Ir50cm (l.98")
1(RAFIWGt UNIm N/A ICSCC IND.t0IED:
IND.NUIED PREVIOUSLY N/A 171.2" D 10%(.13") DUE TO ROOT GEIM.
NYPA (OWNER)
ICSCC IND. NJIED:Ir3.1" N/A N/A N/A l
(0% to 0%) D-18% (MAX)
~!
28-02-2-56 EBASCD N/A IND. NUJD: 17.75" N/A ICSCC IND. !UIID:
RE-DCAM NEXT REFUEL OUIA2 (50% to 50% IENGIH)
Irl" D=.2" (15%)
ICSOC GENERAL ELECIRIC N/A N/A N/A ICSOC It0. NOIED:
[
L-2.5" D=.26" (20%)
Page 3 M2D ID#
1984 OLTA2 1984 OUIA 2 1985 0UIME 1987 OUDG nmm PitE-IHSI POST-THSI 28-02-2-56 KRAFIWl5tK LEIN N/A AREA 0F DOICAIIW N/A N/A RE-EXAM IEXT RElHL OUDG f'
IEFT INSPEEIED (SEE ICSOC TEXT-ATDONNT #1) 28-02-2-53 4
IIL (AUIG RTED)
N/A
'N/A N/A 2 AnJACENT IGSCC DO.
RE-EXAM IEDtr REMEL OUDG 141=10.5" IJ2=2.5" 10S3: = DOICAITGIS OVEltIAP
.75" KRAFIWERK WION N/A
' ICSCC DO. NOTED:
D O. FM M 11.8"-22.5" N/A 17.5":(501-50%)sD.08" IKE 10 It00r (EDEIRY EBASCD INID MITIE T DC. NDIED:Ir 1" 110. NUIED:
ICSCC DC. POIED:
DC. NOIE (50% to 50% IDIGI!O 360 DEC. INIDH.
1r10" D-10%
Q2ERAL EECTRIC N/A N/A N/A IGSCE IND. IEED:
s 1r12" D=.22" (15%)
12-02-2-17 EBASCD N/A DC. NDIED:
DC. NDIED:
DC. NDID: NO ICECC ND IQiCC 360 IEG. INr.
ND ICSCC QUALITIES 10 IGSCE QUALITIES KRAFDERK LNIN N/A DC. IEED:
DO. NOIED:
N/A Irl.6" D 10% (MAX)
DUE TO ROOT CEDEIRY QNIGtAL ELECIRIC N/A N/A N/A 110. NOIED:
to ICSCE QUALITIES IIL N/A N/A N/A NO ICSCE DOICATIN IEED 4
j 4
e
l ATDORENT 3 'ID JIM 018 prn OVERIAY IESIGN INEMMATIN l
NEW Y2K POWER NmKRITY JAMES A. FITZPATRICK NUCIEAR POWER PIANT DOCKEP No. 50-333
i l
ATTACHMENT. 3':
DESIGN OF WELD OVERLAY REPAIRS FOR CORE SPRAY "B" IDOP JAMES A.
FITZPATRICK NUCLEAR POWER STATION i
i During the inservice inspection of the "B"
core spray loop at i
FitzPatrick as a
part of the 1987 refueling-outage, flaws believed to be due to intergranular strees corrosion cracking j
(IGSCC) were identified at three locations.
The locations and flaw indications are summarized in Table 1-1.
The affected 4
locations are in 10" stainless steel piping with wall thickness of 0.593".
None of the locations had been treated with induction j
heating stress improvement. (IHSI) or similar process.
The applied stresses for each of the locations were taken from Reference l'and are summarized in Table 1-2.
i j
Weld overlay repairs for ther affected~ locations-~were designed' ~ ~ ~ ~ -
based upon the guidance of NUREG-0313 Revision 2 (Draft) [2].
In particular, the repairs for welds 493 and 496, which contain circumferentially oriented f$aws, were designed to meet the requirements of the "standa'rd weld overlay" as defined in i
paragraph 4.4.1 of the NUREG.
In the design process, no credit j
was taken for the remaining unflawed original pipe material.
The j
weld overlay repair for weld 495, which contains only axially l
oriented flaws, was designed as a leakage barrier or " designed weld overlay", as defined in paragraph 4.4.2 of [2].
I Weld overlays were designed in accordance with the criteria of ASME Section XI, Article IWB-3641, 1986 Edition [3].
The primary stresses listed in Table 1-2 (pressure + dead weight + ' seismic) were used.
The allowable stress from ANSI-ASME B31.1 (15.9 ksi) was used in the overlay design process rather than the Section III allowable S, (16.95 ksi), for additional conservatism.
The weld overlay design calculations for welds 493 and 496.were performed using the proprietary computer code pc-CRACK, which automates the Section XI calculations.
The pc-CRACK calculations for these welds are attached, together with design sketches for the repairs.
The design thickness for these welds does not include credit for the first weld layer which is ' acceptable by j
dye penetrant inspection.
The weld overlay repair for weld 495 is not required to restore l
structural adequacy to the weld, since the weld contains only axially oriented flaws.
This repair is required to be two I
welding layers thick, beyond the first surface to pass a dye penetrant examination.
j Weld overlay length is determined for all three repairs by two j
independent factors.
The first of these is that the repair be
]
long enough to provide adequate structural reinforcement of the flawed location.
For this purpose, the minimum full thickness l-3-1
r length of the repair is taken as:
L = 1. 54 Rt = 3. 0" for the purposes of the design.
The second consideration is that the overlay be long enough to allow adequate ultrasonic inspection through the weld overlay.
This will typically require that the overlay be somewhat longer than is required for reinforcement.
The necessary length to support inspection is determined in the field.
REFERENCES 1.
Letter from Leon Guaquil (New York Power Authority) to Hal Gustin (Structural Integrity Associates),
" James A.
FitzPatrick Nuclear Power Plant Core Spray' System Lead "B",
Summary of Stress Analysis for Weld Overlay Piping Calculations",
with Attachments, dated February 6,
- 1987, PEL-87-010.
2.
NUREG-0313, Revision 2
(Draft),
" Technical Report on Material Selection and Processing Guidelines for BWR Coolant Pressure Boundary Piping", issued for public comment July 11, 1986.
3.
ASME Boiler and Pressure Vessel
- Code,Section XI, 1986 Edition.
3-2 l
L
4 TABLE 3-1 INSPECTION RESULTS IN CORE SPRAY WELDS WELD INSPECTION RESULTS 10-14-493 CIRCUMFERENTIAL:
2.9" Long X 29% Deep 10-14-495 AXIALS:
0.5" Long X 78% Deep 10-14-496 CIRCUMFERENTIAL:
3.9" Long X 38% Deep 3 -3
v W
,o TABLE 3-2 STRESS COMPONENTS AT CORE SPRAY WELD OVERLAY LOCATIO STRESS COMPONENT (psi)
WELD RESSURE DEAD WEIGHT SEISMIC (OBE)
TOTAL 10-14-493 4746 39 1232 6017 10-14-495 4746 96 922 5764 10-14-496 4746 109 1356 6211 a
S't i
9 3-4
tm pc-CRACl.
(C) COPYRIGH1 1984, 1986 STRUCTURAL. INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.1 WELD OVERLAY SIZING EVALUATION WELD OVERLAY SIZING FOR CIRCUMF. CRACK, WROUGHT / CAST STAINLESS STANDARD WELD OVERLAY FOR WELD 10-14-493 WALL THICKNESS =
0.5930 MEMBRANE STRESS = 4746.0000 DENDING STRESS =
1271.0000 STRESS RATIO =
0.3784 ALLOWABLE STRESS =15900.0000 FLDW STRESS =47700.0000 L/ CIRCUM 0.00 0.10 0.20 0.30 0.40 0.50 t
FINAL A/T O.7500 0.7500 0.7500 0.7500 0.7500 0.7500 I
DVERLAY THICKNESS 0.1977 0.1977 0.1977 0.1977 0.1977 0.1977
~
WELD DVERLAY SIZING FOR CIRCUMF. CRACK,WRO'lGHT/ CAST STAINLESS STANDARD WELD DVERLAY FDR WELD 10-14-496 1
WALL THICKNESS =
.O.5930
. MEMBRANE STRESS = 4746.0000 BENDING STRESS =
1465.0000 STRESS RATIO =
0.3906 ALLOWABLE STRESS =15900.0000 FLOW STRESS =47700.OOOO L/ CIRCUM 20.00 0.10 0.20 0.30 0.40 0.50 FINAL A/T O.7500 0.7500 0.7500 0.7500 0.7500 0.7500 DVERLAY THICKNESS 0.1977 0.1977 0.1977 0.1977 0.1977 0.1977 END DF pc-CRACK M
I
...y 3-5
i L
L i
l=(2)1. 5"! =1. 5" l WELD TRANSITION ANGLE (3)
I (2) i i
l i
i ff fffff fff M )
T = 0. 2" MIN (1)
V PIPE WALL PIPE l
ELBOW (WITH INSTRUMENT LINE)
I I
)
veld centerline VELD DVERLAY DESIGN DESIGN FOR WELD NUMBER 10-14-493 NOTES:
hbb R h h0h kA A'S Nb G 0 !
V 2 ( RAFT)
A I
I IDk G
A NECESS RY TO ME RbRD Bh h AShD bEShAkY bWAbQUTl E
0
- 3. MAXIMUM WELD TRANSITION ANGLE IS 45 DEGREES.
DESIGN NUMBER : NYPA-12-5-1B REVISION : 0 DATE 2-16-87 PREPARED BY/ DATE N I d/ 2-'6-37 REVIEWED BY/ DATE da h b t0 / z F7 2-6
i L
'L i
l=(2)1. 5"I =1. 5" l WELD TRANSITION ANGLE (3)
I (2) i i
l i
l f/ggffg/JN' U 0.125" MIN (1)
/
---(2 WELD LAYERS)
Vv PIPE WALL PIPE l
ELBOW I
i 1
weld centerline WELD DVERLAY DESIGN DESIGN FOR WELD NUMBER 10-14-495 NOTES:
- 1. DESIGN THICKNESS IS 0 125". THIS DESIGN IS AN ADEQUA"E WELD DVERLAYDESfGN-0RREAAIROFAXIALFLAWS,ASDEFINEDLN 2.
Il SPhfl AblNIMUMFULLTHICKNESLENTH.THIS Tf0N.
- 3. MAXIMUM WELD TRANSITION ANGLE IS 45 DEGREES.
DESIGN NUMBER : NYPA-12-5-2A REVISION : 0 DATE 2-16-87 PREPARED BY/ DATE N M
/ 2 8 7 REVIEWED BY/ DATE
<20 / 2-l6-87 3 -7
F L
L i
i l(2)= 1. 5" i =1. 5" l' WELD TRANSITION ANGLE (3)
I (2)
/
i I
I ffffff/////f)M - ~ ~ ~ ~ ~ ~ ~ T = D. 2" (1) p PIPE WALL PIPE i
ELBOW i
i i
veld centerline WELD DVERLAY DESIGN DESIGN FOR WELD NUMBER 10-14-496 NOTES:
- 1. DESIGN THICKNESS IS D.2".
"HIS DESIG IS A STAN AR DVERLAY DESI N AS DEFINED LN NUREG-D 13 REV.2 ( RA)T
- NCREASEDASNECESSAlYTDALLOWADEQUATL INSPECTION.
- 3. MAXIMUM WELD TRANSITION ANGLE IS 45 DEGREES.
DESIGN NUMBER : NYP4-12-5-3 REVISION : D DATE 2-16-87 PREPARED BY/ DATE M N /M'87 REVIEWED BY/ DATE b-h M/ 2--87 3-R
ATDOMENT 4 20 JPN-87-018 Mil 2D OVERIJ0f IEBIG DGGt9&IW NDi YORK POWER AUI!OETIY JAMES A. FITZPATRICK NUCIEAR POWER PINE DOClGT No. 50-333
ATTACHMENT 4 FLAW INDICATION EVALUATION FOR RECIRCULATION SYSTEM JAMES A.
FITZPATRICK NUCLEAR POWER STATION During the inservice inspection of the recirculation system at Fit 2 Patrick, as a
part of the 1987 refueling
- outage, flaw indications were conservatively indentified at seven welds, as shown in Table 4-1.
Stresses from the design stress report are also shown in Table 3-1.
These welds had all previously received IHSI treatment.
The seven welds in Table 4-1 were evaluated for possible IGSCC flaw growth (after IHSI) of the indications, and for flaw acceptance margin in accordance with ASME Section XI, IWB-3640.
The evaluations were done in accordance with NUREG-0313, Rev. 2 procedures, as shown in the Tables 4-1 and 4-2 and the attached pc-CRACK analyses.
Since the flaw indication lengths reported for welds 28-53 and 28-113 are in excess of 10% of the pipe circumference (per NUREG-0313, Rev.
2 guidance), crack growth analyses were also performed for the assumed as-welded condition for thesa LNo welds.
All weld residual stress distributions used in the crack growth analyses are in accordance with NUREG-0313, Rev. 2 and earlier flaw evaluations done for these welds at FitzPatrick (Reports SIR-84-038, Feb.
4, 1985 and SIR-85-015, Rev.
1, May 7, 1985).
A summary of the results of the above flaw evaluations is given in Table 4-2.
It can be seen that no IGSCC crack growth is predicted in any case for the post-IHSI welds.
Furthermore, there is ample margin between the current indication sizes and the section XI allowable flaw sizes, even assuming low toughness SAW welds, and flaws as much as 30% of the pipe circumference in length.
4-1
As mentioned, welds 28-53 and 28-113 were also evaluated for the as-welded case because of flaw lengths in excess of 10% of circumference.
In 40,000 hr.
(about 4.5 yr) these flaws were predicted to grow from 15% and 18% of wall in depth, to 42.8% and 42.6% of wall in depth.
These predicted flaw depths are still below the Section XI allowable flaw depths of 60% of wall, even if the flaw is assumed to be 30% of the pipe circumference in length.
Thus, the above flaw indications in the seven welds are judged acceptable at this time without further repair.
4-2
TABLE
-1 l
FITZPATRICK FIAW EVALUATION STRESSES (Ref. Design Stress Report 22A2622. Rev. 1)
P' B
Flaw Flaw P,.
P+DW***
DW Weld Node Pipe Pipe Depth Length P**
+TE
+0BE l
No.
No.
OD (in) ID(in) (in/% Wall)
(in/% Circ.*)
(ksi)
(ksi)
(ksi)
(ksi) l l
12-4 258 12.662 11.442 7.5%
2"/5.3%
5.676 8.123 14.030 3.835 12-61 14 12.662 11.442 0.06"/10%
0.5"/1.3%
5.676 14.286 19.632 3.252 28-48 324 28.363 25.867 0.25"/20%
1.5"/1.8%
5.685 1.270 6.772 4.257 de 28-53 331 28.363 25.867 0.22"/15%
12"/14.1%
5.685 0.847 6.985 1.850 1
28-56 334 28.363 25.867 0.26"/20%
2.5"/2.9%
5.685 0.693 7.150 2.315 l
28-112 175 28.363 25.867 0.20"/17%
4.75"/5.6%
5.685 0.686 6.899 1.736 l
28-113 176 28.363 25.867 0.23"/18%
13"/15.3%
5.685 0.587 6.876 2.199
- % cire. based on average of OD and ID l
f
}2 (OD)2 - (ID)2, where p = 1150 psi for suction and
- computed from P =
1275 psi for discharge
- combined loading taken from design stress report
j TABE
-2 FITZPATRIOC FIAW EVALUATION RESULTS Predicted Allowable Flaw Flaw Flaw Depth Flaw Depth Weld Depth Length in 40.000 hr.
for 1/Cire. = 0.3 No.
Condition (in/% Wall)
(in/% Circ.)
(% Wall)*
(% Wall)**
12-4 Post-IHSI 7.5%
2"/5.3%
7.5 36.86 12-61 Post-IHSI O.06"/10%
0.5"/1.3%
10.0 17.33m**
28-48 Post-IHSI O.25"/20%
1.5"/1.8%
20.0 54.86
^
28-53 Post-IHSI O.22"/15%
12"/14.1%
15.0 60.00 E
As-Welded 0.22"/15%
12"/14.1%
42.8 60.00 28-56 Post-IHSI O.26"/20K 25"/2.9%
20.0 60.00 l
28-112 Post-IHSI O.20"/17%
4.75"/5.6%
17.0 60.00 28-113 Post-IHSI O.23"/18%
13"/15.3%
18.0 60.00 As-Welded 0.23"/18%
13"/15.3%
42.6 60.00 m Assumed as 360 Flaw for Crack Crowth Analysis
- ASNE Section XI. IWB-3640 Evaluation for SAW man Allowable Flaw Depth for L/Cire. = 0.10 is 44.03% Wall i
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tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-0200 VERSION 1.2 STRESS CDRROSION CRACK GROWTH ANALYSIS FITZPATRICK 12-4, POST-IHSI INITIAL CRACK SIZE =
0.0460 WALL THICKNESS =
0.6100 MAX CRACK SIZE FDR SCCG=
0.4880 STRESS CORROSION CRACK GROWTH LAW (S)
LAW ID C
N Kthrem K1C NRR 3.5900E-08 2.1610 0.0000 200.0000 STRESS CDEFFICIENTS CASE ID CO C1 C2 C3 CONST 10.0000 0.0000 0.0000 0.0000 121HSIA
-24.5200
-339.6200 2007.8500 -2245.7800 Kman CASE ID SCALE FACTOR CONST 1.40 121HBIA 1.00 TIME PRINT TIME INCREMENT INCREMENT 40000.0 1000.0 4000.0 CRACK HODEL CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1)
CRACK ---------------STRESS INTENSITY FACTOR----------------
DEPTH CASE CASE CONST 121HSIA i
l C.0098 1.942
-5.122 O.0195 2.759
-7.741 0.0293 3.394
-10.039 0.0390 3.937
-12.179 j
O.0400 4.421
-14.212 O.0586 4.065
-16.156 0.0603 5.306
-18.115 0.0701 5.739
-20.047 0.0078 6.157
-21.922 0.0976 6.564
-23.736 0.1074 6.962
-25.485 j
0.1171 7.352
-27.165 1
0.1269 7.757
-28.944 4-7
I pc-CRACK VERSION 1.2 PAGE 2
0.1366 8.181
-30.527 C.1464 8.604
-32.140 0.1562 9.026
-33.677 0.1659 9.448
-35.134 l
0.1757 9.871
-36.506 0.1954 10.316
-37.851 0.1952 10.033
-39.294 0.2050 11.354
-40.647 0.2147 11.882
-41.907 0.2245 12.415
-43.069 0.2342 12.953
-44.131 0.2440 13.498
-45.088 0.2538 14.078
-46.091 0.2635 14.664
-46.997 0.2733 15.258
-47.004 0.2830 15.858
-48.511 C.2928 16.464
-49.118 0.3026 17.078
-49.624 0.3123 17.735
-50.202 0.3221 18.412
-50.743 0.3318 19.097
-51.191 0.3416 19.791
-51.549 0.3514 20.491
-51.817 0.3611 21.200
-51.999 0.3709 21.944
-52.013 0.3806 22.723
~51.843 0.3904 23.511
-51.574 0.4002 24.307
-51.212 0.4099 25.113
-50.762 0.4197 25.927
-50.230 0.4294 26.768
-49.684 0.4392 27.678
-49.231 0.4490 28.597
-48.600 0.4587 29.527
-4W.041 0.4685 30.466
-47.320 0.4782 31.415
-46.527 0.4860 32.373
-45.672 l
l TIME kMAX DA/DT DA A
A/THK 1000.0
-7.62 0.0000E+00 0.0000 0.0460 0.075 END OF pc-CRACK 4-8 l
l l
l t
__m_
1 l
to pc-CRACK (C) COPYRIGHT 1984, 1957 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)979-8200 VERSION 1.2 STRESS CORROSION CRACK OROWTH ANALYSIS FITZPATRICK 12-61, POST-IHSI i
INITIAL CRACK SIZE =
0.0600 WALL THICKNESS =
0.6100 l'
MAX CRACK SIZE FDR SCCGa 0.4880 STRESS CORROSION CRACK GROWTH LAW (5)
LAW ID C
N Kthres K1C NRR 3.5900E-06 2.1610 0.0000 200.0000 i
STRESS COEFFICIENTS C.'sSE ID CO C1 C2 C3 CONST 10.0000 0.0000 0.0000 0.0000 121HSIA
-24.5200
-339.6200 2007.9500 -2245.7800 Kman CASE ID SCALE FACTOR CONST 1.96 t
121HSIA 1.00 TIME PRINT TIME INCREMENT INCREMENT r
40000.0 1000.0 4000.0 CRACK MODEL CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1)
CRACK ----~~~--------STRESS INTENSITY FACTOR----------------
l DEPTH CASE CASE j
CONST 12tHBIA 0.0098 1.942
-5.122 r
0.0195 2.759
-7.741 0.0293 3.394
-10.039 0.0390 3.937
-12.179 0.0498 4.421
-14.212 0.0586 4.865
-16.156 0.0653 5.306
-15.115 0.0781 5.739
-20.047 0.0879 6.157
-21.922 0.0976 6.564
-23.736 1
0.1074 6.962
-25.435 0.1171 7.352
-27.165 0.1269 7.757
-28.844 4-9 i
pc-CRACK VERSION 1.2 PAGE 2
0.1366 8.181
-30.527 O.1464 8.604
-32.140 0.1562 9.026
-33.677 0.1659 9.448
-35.134 O.1757 9.871
-36.506 O.1854 10.316
-37.851 l
C.1952 10.833
-39.294 i
O.2050 11.354
-40.647 l
0.2147 11.982
-41.907 I
O.2245 12.415
-43.069 0.2342 12.953
-44.131 0.2440 13.498
-45.088 0.2538 14.078
-46.091 0.2635 14.664
-46.997 0.2733 15.258
-47.804 0.2830 15.958
-48.511 0.2929 16.464
-49.118 0.3026 17.078
-49.624 0.3123 17.735
-50.202 O.3221 18.412
-50.743 O.3318 19.097
-51.191 0 3416 19.791
-51.549 0.3514 20.491
-51.817 0.3611 21.200
-51.999 0.3709 21.944
-52.013 0.3806 22.723
-51.e43 0.3904 23.511
-51.574 0.4002 24.307
-51.212 0.4099 25.113
-50.762 0.4197 25.927
-50.230 0.4294 26.768
-49.684 0.4392 27.678
-49.231 0.4490 29.597
-48.680 0.4587 29.527
-48.041 0.4685 30.466
-47.320 0.4782 31.415
-46.527 0.4980 32.373
-45.672 i
I TIME KMAX DA/DT DA A
A/THK 1000.0
-6.76 0.0000E+00 0.0000 0.0600 0.098 END DF pc-CRACK l
4-10
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tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ACTOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 STRESS CORROSION CRACK GROWTH ANALYSIS FITZPATRICK 28-48, POST-!HSI INITIAL CRACK SIZE =
0.2500
-WALL THICKNESS =
1.2480 MAX CRACK SIZE FOR SCCG=
0.9984 STRESS CORROSION CRACK GROWTH LAW (S)
LAW ID C
N Kthres K1C NRR 3.5900E-08 2.1610
- O.0000 200.0000 STRESS COEFFICIENTS CASE ID CO C1 C2 C3 CONST 10.0000 0.0000 0.0000 0.0000 28AWA 30.0000 -193.9500 253.1000
-89.6700 28IHSIA
-19.2200
-183.0100 549.6400 1317.3200 Kmax CASE ID SCALE FACTOR' CONST O.68 23IHSIA 1.00 TIME PRINT TIME INCREMENT INCREMENT 40000.0 1000.0 4000.0 s
CRACK MODEL:CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1)
CRACK =-
-- =-STRESS INTENSITY FACTOR----
DEPTH CASE CASE CASE CONST 28AWA 281HSIA O.0200 2.778 7.717
-5.906 0.0399 3.946 10.123
-9.118 0.0599 4.855 11.463
-12.022 0.0799 5.631 12./96
-14.775 f
0.0998 6.324
- 12. 'a2 5
-17.418 0.1198 6.958 12.526;
-19.960 0.1398 7.590 12.373
-22.520 0.1597 8.209 12.049
-25.042 0.1797 8.807 11.563
-27.482 0.1997 9.389 10.941
-29.830 0.2196 9.957 10.202
-32.080 0.2396 10.516 9.362
-34.223 t
4 -13 0
~-.-
3 i
.)
pc-CRACK VERSION 1.2 PAGE 2
O.2596 11.096 8.473
-36.341 0.2796 11.702' 7.541
-38.436 0.2995 12.307 6.539
-40.414 0.3195 12.911 5.476
-42.269 0.3395 13.515 4.361
-43.991 4
0.3594 14 119 3.200
-45.575 0.3794 14.756 2.064
-47.086 0.3994 15.494 1.091
-48.663 0.4193 16.241 0.099
-50.091 0.4393 16.995
-0.906
-51.363 0.4593 17.757
-1.919
-52.474 0.4792 18.528
-2.934
-53.418 0.4992 19.307
-3.946
-54.193 0.5192 20.136
-4.959
-55.003 0.5391
.20.975
-5.971
-55.655 0.5591 21.824
-6.977
-56.150 0.5791 22.682
-7.974
-56.485 0.5990 23.550
-8.959
-56.664 0.6190 24.427
-9.928
-56.686 0.6390 25.367
-10.990
-56.780 0.6589 26.336
-12.084
-56.807 0.6789 27.316
-13.170
-56.695 0.6989 28.307
-14.247
-56.449 0.7188 29.310
-15.312
-56.075 0.7388 30.324
-16.361
-55.581 0.7588 31.387
-17.005
-54.807 0.7788 32.501
-17.450
-53.732 0.7987 33.628
-17.751
-52.525 0.8187 34.768
-17.985
-51.197 0.8387 35.920
-18.152
-49.759 0.8586 37.084
-18.248
-48.227 0.8786 38.288
-18.530
-46.678 0.8986 39.589
-19.538
~45.217 0.9185 40.904
-20.507
-43.647 0.9385 42.233
-21.434
-41.984 0.9585 43.577
-22.315
-40.245 0.9784 44.934
-23.149
-38.452 0.9984 46.305
-23.932
-36.625 TIME KMAX DA/DT DA A
A/THK 1000.0
-28.00 O.OOOOE+00 0.0000 0.2500 0.200 END OF pc-CRACK Jt 4 -14
.~
f tm
^
pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 STRESS CORROSION CRACK GROWTH ANALYSIS 1
FITZPATRICK 28-53, POST-IHSI
. INITIAL CRACK SIZE =
0.2200 WALL THICKNESS =
1.2480 MAX CRACK SIZE FOR SCCG=
0.9984 STRESS CORROSION CRACK GROWTH LAW (S)
LAW ID C
N Kthres K1C NRR 3.5900E-08 2.1610 0.0000 200.0000 1
STRESS COEFFICIENTS CASE ID CO C1 C2 C3 CONST 10.0000 0.0000 0.0000 0.0000 28AWA 30.0000
-193.9500 253.1000
-89.6700 28IHSIA
-19.2200
-183.0100 549.6400
-317.3200 Kmax CASE ID SCALE FACTOR CONST O.70 28IHSIA 1.00 TIME PRINT TIME INCREMENT INCREMENT 40000.0 1000.0 4000.0 CRACK MODEL:CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1)
CRACK
--STRESS INTENSITY FACTOR =---
DEPTH CASE CASE CASE CONST 28AWA 28IHSIA O.0200 2.778 7.717
-5.906 0.0399 3.946 10.123
-9.118 0.0599 4.855 11.463
-12.022 0.0799 5.631 12.196
-14.775 0.0998 6.324 12.515
-17.418 0.1198 6.958 12.526
-19.960 0.1398 7.590 12.373
-22.520 O.1597 8.209 12.049
-25.042 0.1797 8.807 11.563
-27.482 0.1997 9.389 10.941
-29.830 0.2196 9.957 10.202
-32.080 0.2396 10.516 9.362
-34.223 4 -15
,w---
w g
w7--
w
,mw 7-
' pc-CRACK, VERSION 1.2 PAGE 2
0.2596 11.096 8.473
-36.341 O.2796 11.702 7.541
-38.436 i
O.2995 12.307 6.539
-40.414 0.3195 12.911 5.476
-42.269 l
O.3395 13.515 4.361
-43.991 L
O.3594 14.119 3.200
-45.575 0.3794 14.756 2.064
-47.086 O.3994 15.494 1.091
-48.663 O.4193 16.241 0.099
-50.091 0.4393 16.995
-0.906
-51.363 0.4593 17.757
-1.919
-52.474 0.4792 18.528
-2.934
-53.418 0.4992 19.307
-3.946
-54.193 0.5192 20.136
-4.959
-55.003 0.5391:
20.975
-5.971
-55.655 0.5591 21.824
-6.977
-56.150 0.5791 22.682
-7.974
-56.485 j
O.5990 23.550
-8.959
-56.664 0.6190 24.427
-9.928
-56.686 0.6390 25.367
-10.990
-56.780 0.6589 26.336
-12.084
-56.807 0.6789 27.316
-13.170
-56.695 1
0.6989 28.307
-14.247
-56.449 0.7188 29.310
-15.312
-56.075 0.7388 30.324
-16.361
-55.581 O.7588 31.387
-17.085
-54.807 O.7788 32.501
-17.450
-53.732 0.7987 33.628
-17.751
-52.525 I
O.0187 34.768
-17.985
-51.197 0.8307 35.920
-18.152
-49.759 0.8586 37.084
-18.248
-48.227 0.8786 38.288
-18.530
-46.678 0.8986 39.589
-19.538
-45.217 O.9185 40.904
-20.507
-43.647 0.9385 42.233
-21.434
-41.984 0.9585 43.577
-22.315
-40.245 0.9784 44.934
-23.149
-38.452 0.9984 46.305
-23.932
-36.625 TIME KMAX DA/DT DA A
A/THK 1000.0
-25.16 O.OOOOE+00 0.0000 0.2200 0.176 END OF pc-CRACK i'
i 4-16
I a
I l
l l
l 1
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(C) COPYRIGHT-1984,'1987 i
{
STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 STRESS CORROSION CRACK GROWTH ANALYSIS i
FITZPATRICK 28-53, AS-WELDED INITIAL CRACK SIZE =
0.2200 WALL THICKNESS =
1.2480 MAX CRACK SIZE FOR SCCG=
O.9984
[
STRESS CORROSION CRACK GROWTH LAW (S)
LAW ID C
N Kthres K1C NRR 3.5900E-08 2.1610 0.0000 200.0000 STRESS COEFFICIENTS CASE ID CO C1 C2 C3
'CONST 10.0000 O.0000 O.0000 O.0000 28AWA 30.0000 -193.9500 253.1000
-89.6700 28IHSIA
-19.2200
-183.0100 549.6400
-317.3200 Kmax-CASE ID SCALE FACTOR CONST O.70 28AWA 1.00 1
l TIME PRINT TIME INCREMENT INCREMENT' 40000.0 1000.0 4000.0 L
CRACK MODEL CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1) 1 CRACK STRESS INTENSITY FACTOR----
DEPTH CASE CASE CASE CONST 28AWA 28IHSIA O.02OO 2.778 7.717
-5.906 0.0399 3.946 10.123
-9.118 0.0599 4.855 11.463
-12.022 0.0799 5.631 12.196
-14.775 0.0998 6.324 12.515
-17.418 0.1198 6.958 12.526
-19.960 0.1398 7.590 12.373
-22.520 0.1597 8.209 12.049
-25.042 0.1797 8.807 11.563
-27.482 0.1997 9.389 10.941
-29.830 0.2196 9.957 10.202
-32.080 0.2396 10.516 9.362
-34.223 4-18
pc-CRACK VERSION 1.2 PAGE 2
0.2596 11.096 8.473
-36.341 0.2796 11.702 7.541
-38.436 0.2995 12.307 6.539
-40.414 0.3195 12.911 5.476
-42.269 0.3395 13.515 4.361
-43.991 0.3594 14.119 3.200
-45.575 0.3794 14.756 2.064
-47.086 0.3994 15.494 1.091
-48.663 4
0.4193 16.241 0.099
-50.091 0.4393 16.995
-0.906
-51.363 O.4593 17.757
-1.919
-52.474 0.4792 18.528
-2.934
-53.418 0.4992 19.307
-3.946
-54.193 0.5192 20.136
-4.959
-55.003 0.5391 20.975
-5.971
-55.655 O.5591 21.824
-6.977
-56.150 0.5791 22.682
-7.974
-56.485 0.5990 23.550
-B.959
-56.664 1
0.6190 24.427
-9.928
-56.686 0.6390 25.367
-10.990
-56.780 0.6589 26.336
-12.084
-56.807 0.6789 27.316
-13.170
-56.695 0.6989 28.307
-14.247
-56.449 0.7188 29.310
-15.312
-56.075 0.7388 30.324
-16.361
-55.581 0.7588 31.387
-17.085
-54.807 0.7788 32.501
-17.450
-53.732 0.7987 33.628
-17.751
-52.525 0.8187 34.768
-17.985
-51.197 O.8387 35.920
-18.152
-49.759 0.8586 37.084
-18.248
-48.227 0.8786 38.288
-18.530
-46.678 0.8986 39.589
-19.538
-45.217 0.9185 40.904
-20.507
-43.647 0.9385 42.233
-21.434
-41.984 0.9585 43.577
-22.315
-40.245 0.9784 44.934
-23.149
-38.452 0.9984 46.305
-23.932
-36.625 TIME KMAX DA/DT DA A
A/THK 4000.0 16.02 1.4395E-05 0.0144 0.2821 0.226 8000.0 14.45 1.1515E-05 0.0115 0.3324 0.266 12000.0 12.93 9.0697E-06 0.0091 0.3722 0.298 16000.0 11.97 7.6729E-06 0.0077 O.4046 0.324 20000.0 11.28 6.7467E-06 0.0067 0.4329 0.347 24000.0 10.66 5.9736E-06 0.0060 0.4579 O.367 28000.0 10.11 5.3291E-06 0.0053 0.4801 0.385 32000.0 9.63 4.7755E-06 0.0048 0.5001 0.401 36000.0 9.22 4.3671E-06 0.0044 0.5182 0.415 l
l 4-19
pc-CRACK VERSION 1.2 PAGE 3
40000.0 8.86 4.OO39E-06 0.0040 0.5347 0.428 END OF pc-CRACK 4-20
to pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 STRESS CORROSION CRACK GROWTH ANALYSIS FITZPATRICK 28-56, POST-IriSI INITIAL CRACK SIZE =
0.2600 WALL THICKNESS =
1.2480
,' MAX CRACK SIZE FOR SCCG=
O.9984 STRESS CORROSION CRACK GROWTH LAW (S)
LAW ID C
N Kthres K1C NRR 3.5900E-00 2.1610 0.0000 200.0000 STRESS COEFFICIENTS CASE ID CO C1 C2 C3 CONST 10.0000 0.0000 0.0000 0.0000 28AWA 30.0000
-193.9500 253.1000
-89.6700 28IHSIA
-19.2200
-183.0100 549.6400
-317.3200 Kmax CASE ID SCALE FACTOR CONST O.71 1
28IHSIA 1.00 TIME PRINT TIME INCREMENT INCREMENT 40000.0 1000.0 4000.0 3
CRACK MODEL:CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1)
CRACK
-STRESS INTENSITY FACTOR DEPTH CASE CASE CASE CONST 28AWA 28IHSIA O.0200 2.778 7.717
-5.906 0.0399 3.946 10.123
-9.118 0.0599 4.855 11.463
-12.022 0.0799 5.631 12.196
-14.775 0.0998 6.324 12.515
-17.418 0.1198 6.958 12.526
-19.960 0.1398 7.590 12.373
-22.520 0.1597 8.209 12.049
-25.042 0.1797 8.807 11.563
-27.482 0.1997 9.389 10.941
-29.830 O.2196 9.957 10.202
-32.080 0.2396 10.516 9.362
-34.223 4 21 i
pc-CRACK-VERSIDN 1.2 PAGE 2
0.2596 11.096 8.473
-36.341 0.2796 11.702 7.541
-38.436 0.2995 12.307 6.539
-40.414 0.3195 12.911 5.476
-42.269
.O.3395 13.515 4.361
-43.991 0.3594 14.119 3.200
-45.575 O.3794 14.756 2.064
-47.086 0.3994 15.494 1.091
-48.663 0.4193 16.241 0.099
-50.091 0.4393 16.995
-0.906
-51.363 0.4593 17.757
-1.919
-52.474 0.4792 18.528
-2.934
-53.418 0.4992 19.307
-3.946
-54.193 0.5192 20.136
-4.959
-55.003 0.5391 20.975
-5.971
-55.655 0.5591 21.824
-6.977
-56.150-O.5791 22.682
-7.974
-56.485 O.5990 23.550-
-8.959
-56.664 0.6190 24.427
-9.928
-56.686 0.6390 25.367
-10.990
-56.780 0.6589 26.336
-12.084
-56.807 0.6789 27.316
-13.170
-56.695 0.6989 28.307
-14.247
-56.449 0.7188 29.310
-15.312
-56.075 0.7388 30.324
-16.361
-55.581 0.7588 31.387
-17.085
-54.807 0.7788 32.501
-17.450
-53.732 0.7987 33.628
-17.751
-52.525 0.8187 34.768
-17.985
-51.197 0.8387 35.920
-18.152
-49.759 0.8586 37.084
-18.248
-48.227 0.8786 38.288
-18.530
-46.678 0.8986 39.589
-19.538
-45.217 0.9185 40.904
-20.507
-43.647 0.9385 42.?33
-21.434
-41.984 0.9585 43.577
-22.315
-40.245 0.9784 44.934
-23.149
-38.452 j
O.9984 46.305
-23.932
-36.625' TIME KMAX DA/DT DA A
A/THK 1000.0
-28.44 0.OOOOE+OO O.0000 0.2600 0.208 END OF pc-CRACK I
4-22 i
H I
tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 STRESS CORROSION CRACK GROWTH ANALYSIS FITZPATRICK 28-112, POST-IHSI INITIAL CRACK SIZE =
O.2000 WALL THICKNESS =
1.2480 MAX CRACK SIZE FOR SCCG=
O.9984 STRESS CORROSION CRACK GROWTH LAW (S)
LAW ID C
N Kthres K1C NRR 3.5900E-08 2.1610 0.0000 200.0000 STRESS COEFFICIENTS CASE ID CO C1 C2 C3 CONST 10.0000 0.0000 0.0000 0.0000 28AWA 30.0000
-193.9500 253.1000
-89.6700 28IHSIA
-19.2200
-183.0100 549.6400
-317.3200 Kmax CASE ID SCALE FACTOR CONST O.69 28IHSIA 1.00 TIME PRINT TIME INCREMENT INCREMENT 40000.0 1000.0 4000.0
' CRACK MODEL:CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1)
CRACK --
STRESS INTENSITY FACTOR
=-
DEPTH CASE CASE CASE CONST 28AWA 2BIHSIA O.0200 2.778 7.717
-5.906 0.0399 3.946 10.123
-9.118 0.0599 4.855 11.463
-12.022 0.0799 5.631 12.196
-14.775 0.0998 6.324 12.515
-17.418 0.1198 6.958 12.526
-19.960 0.1398 7.590 12.373
-22.520 0.1597 8.209 12.049
-25.042 0.1797 8.807 11.563
-27.482 O.1997 9.389 10.941
-29.830 1
0.2196 9.957 10.202
-32.080 O.2396 10.516 9.362
-34.223 l
i l
4-23 l
1 l
pc-CRACK VERSION 1.2 PAGE' 2
0.2596 11.096 8.473
-36.341 0.2796 11.702 7.541
-38.436 G.2995
-12.307 6.539
-40.414 0.3195 12.911 5.476
-42.269 O.3395 13.515 4.361
-43.991 l
0.3594 14.119 3.200
-45.575 0.3794 14.756 2.064
-47.086 O.3994 15.494 1.091
-48.663 O.4193 16.241 0.099
-50.091 0.4393 16.995
-0.906
-51.363 0.4593 17.757
-1.919
-52.474 0.4792 18.528
-2.934
-53.418 O.4992 19.307
-3.946
-54.193 0.5192 20.136
-4.959
-55.003 0.5391 20.975
-5.971
-55.655 0.5591-21.824
-6.977
-56.150-0.5791 22.682
-7.974
-56.485-0.5990 23.550
-8.959
-56.664 0.6190 24.427
-9.928
-56.686 0.6390 25.367
-10.990
-56.780 0.6589 26.336
-12.084
-56.807 0.6789 27.316
-13.170
-56.695 O.6989 28.307
-14.247
-56.449 0.7188 29.310
-15.312
-56.075.
O.7388 30.324
-16.361
-55.581 0.7588 31.387
-17.085
-54.807 0.7788 32.501
-17.450
-53.732 0.7987 33.628
-17.751
-52.525 j
O.8187 34.768
-17.985
-51.197 i
O.8307 35.920
-18.152
-49.759 i
O.8586 37.084
-18.248
-48.227 0.8786 38.288
-18.530
-46.678 O.8986 39.589
-19.538
-45.217 j
O.9185 40.904
-20.507
-43.647 O.9385 42.233
-21.434
-41.984 0.9585 43.577
-22.315
-40.245 O.9784 44.934
-23.149
-38.452 0.9984 46.305
-23.932
-36.625 TIME KMAX DA/DT DA A
A/THK 1000.0
-23.38 0.OOOOE+00 0.0000 0.2000 0.160 END OF pc-CRACK 4-24
tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 STRESS CORROSION CRACK GROWTH ANALYSIS FITZPATRICK 28-113, POST-IHSI INITIAL CRACK SIZE =
0.2300 WALL THICKNESS =
1.2480 MAX CRACK SIZE FOR SCCG=
0.9984 STRESS CORROSION CRACK GROWTH LAW (S)
LAW ID C
N Kthres K1C NRR 3.5900E-08 2.1610 0.0000 200.0000 STRESS COEFFICIENTS CASE ID CO C1 C2 C3 CONST 10.0000 0.0000 0.0000 0.0000 28AWA 30.0000
-193.9500 253.1000
-89.6700 2BIHSIA
-19.2200
-183.0100 549.6400
-317.3200 Kmax CASE ID SCALE FACTOR CONST O.69 28IHSIA 1.00 TIME PRINT TIME INCREMENT INCREMENT 40000.0 1000.0 4000.0 CRACK MODEL:CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1)
CRACK ---
= -STRESS INTENSITY FACTOR-
=-
DEPTH CASE CASE CASE CONST 28AWA 28IHSIA O.0200 2.778 7.717
-5.906 0.0399 3.946 10.123
-9.118 0.0599 4.855 11.463
-12.022 0.0799 5.631 12.196
-14.775 0.0998 6.324 12.515
-17.418 0.1198 6.958 12.526
-19.960 0.1398 7.590 12.373
-22.520 0.1597 8.209 12.049
-25.042 0.1797 8.807 11.563
-27.482 0.1997 9.389 10.941
-29.830 0.2196 9.957 10.202
-32.080 0.2396 10.516 9.362
-34.223 4-25
pc-CRACK VERSION 1.2 PAGE
- 2 0.2596 11.096 8.473
-36.341 0.2796 11.702 7.541
-38.436 0.2995 12.307 6.539
-40.414 0.3195
'12.911 5.476
-42.269 0.3395 13.515 4.361
-43.991 0.3594
-14.119 3.200
-45.575 0.3794 14.756 2.064
-47.086.
O.3994 15.494 1.091
-48.663 0.4193 16.241 0.099
-50.091 0.4393 16.995
-0.906
-51.363 0.4593 17.757
-1.919
-52.474 0.4792 18.528
-2.934
-53.418
~O.4992 19.307
-3.946
-54.193 0.5192 20.136
-4.959
-55.003 0.5391 20.975
-5.971
-55.655 0.5591 21.824
-6.977
-56.150 0.5791 22.682
-7.974
-56.485 O.5990 23.550
-8.959
-56.664 0.6190 24.427
-9.928
-56.686 0.6390 25.367
-10.990
-56.780 4
0.6589 26.336
-12.084
-56.807 0.6789 27.316
-13.170
-56.695 0.6989 28.307
-14.247
-56.449 0.7188 29.310
-15.312
-56.075 0.7388 30.324
-16.361
-55.581 i
O.7588 31.387
-17.085
-54.807 O.7788 32.501
-17.450
-53.732 0.7987 33.628
-17.751
-52.525 O.8187 34.768
-17.985
-51.197 O.8387 35.920
-18.152
-49.759 i
0.8586 37.084
-18.248
-48.227 0.8786 38.288
-18.530
-46.678 0.8986 39.589
-19.538
-45.217 0.9185 40.904
-20.507
-43.647 0.9385 42.233
-21.434
-41.984 0.9585 43.577
-22.315
-40.245 0.9784 44.934
-23.149
-38.452 O.9984 46.305
-23.932
-36.625 l
TIME KMAX DA/DT DA A
A/THK 1000.0
-26.15 O.OOOOE+OO O.0000 0.2300 0.184 END OF pc-CRACK i
4-26 i
t
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tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 STRESS CORROSION CRACK GROWTH ANALYSIS FITZPATRICK 28-113, AS-WELDED INITIAL CRACK SIZE =
0.2300 WALL THICKNESS =
1.2480 MAX CRACK SIZE FOR SCCG=
O.9984 STRESS CORROSION CRACK GROWTH LAW (S)
LAW ID C
N Kthres K1C NRR 3.5900E-08 2.1610 0.0000 200.0000 STRESS COEFFICIENTS CASE ID CO C1 C2 C3 CONST 10.0000 0.0000 0.0000 0.0000 28AWA 30.0000
-193.9500 253.1000
-89.6700 28IHSIA
-19.2200
-183.0100 549.6400
-317.3200 Kmax CASE ID SCALE FACTOR CONST O.69 28AWA 1.00 TIME PRINT TIME INCREMENT INCREMENT 40000.0 1000.0 4000.O CRACK MODEL:CIRCUMFERENTIAL CRACK IN CYLINDER (T/R=0.1)
CRACK
-STRESS INTENSITY FACTOR-
=
DEPTH CASE CASE CASE CONST 28AWA 28IHSIA 0.0200 2.778 7.717
-5.906 0.0399 3.946 10.123
-9.118 0.0599 4.855 11.463
-12.022 0.0799 5.631 12.196
-14.775 0.0998 6.324 12.515
-17.418 0.1198 6.958 12.526
-19.960 0.1398 7.590 12.373
-22.520 0.1597 8.209 12.049
-25.042 0.1797 8.807 11.563
-27.482 0.1997 9.389 10.941
-29.830 0.2196 9.957 10.202
-32.000 0.2396 10.516 9.362
-34.223 4-28
pc-CRACK VERSION 1.2 PAGE 2
-0.2596 11.096 8.473
-36.341 0.2796 11.702 7.541
-38.436 0.2995 12.307 6.539
-40.414 O.3195 12.911 5.476
-42.269
-0.3395 13.515 4.361
-43.991 O.3594 14.119 3.200
-45.575 O.3794 14.756 2.064
-47.086 O.3994 15.494 1.091
-48.663 0.4193 16.241 0.099
-50.091 0.4393 16.995
-0.906
-51.363 0.4593 17.757
-1.919
-52.474 0.4792 18.528
-2.934
-53.418 0.4992 19.307
-3.946
-54.193 0.5192 20.136
-4.959
-55.003 0.5391 20.975
-5.971
-55.655 0.5591 21.824
-6.977
-56.150 0.5791 22.682
-7.974
-56.485 0.5990 23.550
-8.959
-56.664 0.6190 24.427
-9.928
-56.686 0.6390 25.367
-10.990
-56.780 0.6589 26.336
-12.084
-56.807 O.6789 27.316
-13.170
-56.695 0.6989 28.307
-14.247
-56.449 0.7188 29.310
-15.312
-56.075 O.7388 30.324
-16.361
-55.581 0.7588 31.387
-17.085
-54.807 0.7788 32.501
-17.450
-53.732 0.7987 33.628
-17.751
-52.525 0.8187 34.768
-17.985
-51.197 0.8387 35.920
-18.152
-49.759 0.8586 37.084
-18.248
-48.227 0.8786 38.288
-18.530
-46.678 0.8986 39.589
-19.538
-45.217 0.9185 40.904
-20.507
-43.647 0.9385 42.233
-21.434
-41.984 0.9585 43.577
-22.315
-40.245 0.9784 44.934
-23.149
-38.452 0.9984 46.305
-23.932
-36.625 TIME KMAX DA/DT DA A
A/THK
<O00.0 15.69 1.3764E-05 0.0138 0.2894 0.232 8000.0 14.11 1.0948E-05 0.0109 0.3374 0.270 12000.0 12.66 8.6577E-06 0.0087 0.3752 0.301 16000.0 11.76 7.3782E-06 0.0074 0.4063 0.326 20000.0 11.08 6.4886E-06 0.0065 0.4335 0.347 2G000.0 10.47 5.7477E-06 0.0057 0.4576 0.367 4
28000.0 9.94 5.1294E-06 0.0051 0.4790 0.384 32000.0 9.46 4.6166E-06 0.0046 0.4982 0.399 36000.0 9.06 4.2013E-06 0.0042 0.5156 0.413 4-29
pc-CRACK VERSION 1.2 PAGE 3
COOOO.O 8.70 3.8511F-06 0.0039 0.5315 0.426 END OF pc-CRACK l
l l
l 4 -30 i
4 tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 ALLOWABLE FLAW SIZE EVALUATION ALLOWABLE FLAW SIZE FOR CIRCUNF. CRACK, FLUX WELD.
FITZPATRICK 12-4 WALL THICKNESS =
0.6100 MEMBRANE STRESS =
5.6760 BENDING STRESS =
3.8350 EXPANSION STRESS =
8.1230 PIPE DUTSIDE DIAMETER =
12.6620 FLUX WELD TYPE-SMAW(1)/SAW(2)=2 STRESS RATIO =
0.8452 ALLOWABLE STRESS =
15.9C00 3
FLOW STRESS =
47.7000 L/ CIRCUM O.00 0.10 0.20 0.30 0.40 0.50 ALLOWABLE A/T O.6000 0.6000 0.5186 0.3686 0.2967 O.2548 END OF pc-CRACK 4
f l
4 -31
tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 ALLOWABLE FLAW SIZE EVALUATION ALLOWABLE FLAW SIZE FOR CIRCUMF. CRACK, FLUX WELD FITZPATRICK 12-61 WALL THICKNESS =
0.6100 MEMBRANE STRESS =
5.6760 BENDING STRESS =
3.2520 EXPANSION STRESS =
14.2860 PIPE OUTSIDE DIAMETER =
12.6620 FLUX WELD TYPE-SMAW(1)/SAW(2)=2 STRESS RATIO =
0.9567 ALLOWABLE STRESS =
15.9000 FLOW STRESS =
47.7000 L/ CIRCUM 1
0.00 0.10 0.20 0.30 0.40 0.50 I
ALLOWABLE A/T O.6000 0.4403 0.2379 0.1733 0.1260 0.1173 END OF pc-CRACK 4 -32
tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 ALLOWABLE FLAW SIZE EVALUATION ALLOWABLE FLAW SIZE FOR CIRCUMF. CRACK, FLUX WELD FITZPATRICK 28-48 WALL THICKNESS =
1.2480 MEMBRANE STRESS =
5.6850 BENDING STRESS =
4.2570 EXPANSION STRESS =
1.2700 PIPE OUTSIDE DIAME'.ER=
28.3630 FLUX WELD TYPE-SMAW(1)/SAW(2)=2
-STRESS RATIO =
0.7321 ALLOWABLE STRESS =
15.9000 FLOW STRESS =
47.7000 L/ CIRCUM O.00 0.10 0.20 0.30 0.40 0.50 ALLOWABLE A/T O.6000 0.6000 0.6000 0.5486 O.4586 0.3714 END OF pc-CRACK 4-33 b
tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 ALLOWABLE FLAW SIZE EVALUATION ALLOWABLE FLAW SIZE FOR CIRCUMF. CRACK, FLUX WELD FITZPATRICK 28-53 WALL THICKNESS =
1.2480 MEMBRANE STRESS =
5.6850 BENDING STRESS =
1.8500 EXPANSION STRESS =
0.8470 PIPE OUTSIDE DIAMETER =
28.3630 FLUX WELD TYPE-SMAW(1)/SAW(2)=2 STRESS RATIO =
0.5519 ALLOWABLE STRESS =
15.9000 FLOW STRESS =
47.7000 STRESS RATIO IS LESS THAN O.6000WHICH WILL BE USED IN THE ANALYSIS.
L/ CIRCUM O.00 0.10 0.20 0.30 0.40 0.50 ALLOWABLE A/T O.6000 0.6000 0.6000 0.6000 0.6000 0.4900 END OF pt-CRACK 4 -34
tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 ALLOWABLE FLAW SIZE EVALUATION ALLOWABLE FLAW SIZE FOR CIRCUMF. CRACK, FLUX WELD FITZPATRICK 28-56
'I WALL THICKNESS =
1.2400 MEM RANE STRESS =
5.6850 BENDING STRESS =
2.3150 EXPANSIDN STRESS =
0.6930 PIPE DUTSIDE DIAMETER =
28.3630 FLUX WELD TYPE-SMAW(1)/SAW(2)=2 STRESS RATIO =
0.5808 ALLOWABLE STRESS =
15.9000 FLOW STRESS =
47.7000 STRESS RATIO IS LESS THAN O.6000WHICH WILL BE USED IN THE ANALYSIS.
L/ CIRCUM i
O.00 0.10 0.20 0.30 0.40 0.50 ALLOWABLE A/T O.6000 0.6000 0.6000 0.6000 0.6000 0.4900 END OF pc-CRACK i
i i
i 4
1 l
4.-35
tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 4
ALLOWABLE FLAW SIZE EVALUATION ALLOWABLE FLAW SIZE FOR CIRCUMF. CRACK, FLUX WELD i
FITZPATRICK 28-112 WALL THICKNESS =
1.2480-MEMBRANE STRESS =
5.6850 l
BENDING STRESS =
1.7360 EXPANSION STRESS =
0.6860 PIPE OUTSIDE DIAMETER =
28.3630 FLUX WELD TYPE-SMAW(1)/SAW(2)=2 STRESS RATIO ='
O.5398 ALLOWABLE STRESS =
15.9000 FLOW GTRESS=
47.7000 1
STRESS RATIO IS LESS THAN O.6000WHICH WILL BE USED IN THE ANALYSIS.
j L/ CIRCUM O.00 0.10 0.20 0.30 0.40 0.50 j
ALLOWABLE A/T O.6000 0.6000 0.6000 0.6000 0.6000 0.4900 END OF pc-CRACK 1
1 I
l l
i l
1 I
I t-36
tm pc-CRACK (C) COPYRIGHT 1984, 1987 STRUCTURAL INTEGRITY ASSOCIATES, INC.
SAN JOSE, CA (408)978-8200 VERSION 1.2 ALLOWABLE FLAW SIZE EVALUATION ALLOWABLE FLAW SIZE FOR CIRCUMF. CRACK, FLUX WELD FITZPATRICK 28-113 WALL THICKNESS =
1.2480 MEMBRANE STRESS =
5.6850 BENDING STRESS =
2.1990 EXPANSION STRESS =
0.5870 PIPE DUTSIDE DIAMETER =
28.3630 FLUX WELD TYPE-SMAW(1)/SAW(2)=2 STRESS RATIO =
0.5699 ALLOWABLE STRESS =
15.9000 FLOW STRESS =
47.7000 STRESS RATIO IS LESS THAN O.6000WHICH WILL BE USED IN THE ANALYSIS.
L/ CIRCUM O.00 0.10 0.20 0.30 0.40 0.50 ALLOWABLE A/T O.6000 0.6000 0.6000 0.6000 0.6000 0.4900 END OF pc-CRACK l
i 4 -37
,-