ML20245J269
| ML20245J269 | |
| Person / Time | |
|---|---|
| Site: | Point Beach  |
| Issue date: | 06/23/1989 |
| From: | BECHTEL CORP. |
| To: | |
| Shared Package | |
| ML20245J043 | List: |
| References | |
| AC-601R-2-R38, AC-601R-2-R38-R02, AC-601R-2-R38-R2, NUDOCS 8908170616 | |
| Download: ML20245J269 (98) | |
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. G,, c hs ions I;r -H.e suppurf sfru:. tree are detailed on n z.1 o a lou / stress eva /vatio>, es *$ /**ds fro 79-!4 stress csIc(att i) is included a s a it 5 . Cosclusion s for +b,s evalm fun a re en att e , pg 10 tocol s tresses .~cet code a //si atles, a c a/ter.,afa qproscI, for Ineai stre,s avaIva hon uas done and Is inehdad as att 3. rbs eanlu<fran a/so uses losds from att I and concludes (n s of14) tha t locs/ sfresses neef code el/nal/es, o A tt 4 deve/sp lower hero.. ! loads 1'*r fhs supporf, 7Xe.se /wer
/**ds ore consufered an % p,see support ca/eek hon. Art 5 and r use he hiy er j 71-M stress' calc /ssds. Conclusions af flese aV res*<an vacLenysd said /wer thernal food's .
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3 EEEEEEtLCES. 4 1 AISC Manual of Steel Construction, 8th edition. 5
- 2. ASM Boller and Pressure Vessel Code, Section III, 1974, p 6
subsection 11A, tables 1-13.1, I.2-2, and I-6.0. Q, 6 7 8
- 3. Design of Welded Structures. O. W. Blodgett, 1976.
9 4. AISC Mantal of Steel Construction. 7th edition.
- 5. " Formulas for Stress and Strain," Roark and Young, 5th 11 edition, 1982. g!
ASSUMPT.IQtL1 13
- 1. Integral attachment is evaluated at the maximum operating pipe temperature: 355F.
15
- 2. This eapport provides three (3) directions of restraint to the pipe. thus effectively preventing translation in all three (3) 17 global directions. The 1/16" gaps are provided to accommodate 33 radial thermal expansion. and to aid in constructability. The oniv direction in which translation of the pipe is thought to be ,
18 poesible is the +Y global direction, where no mechanical means 20 of restraint appear to have been provided. 2' However. since the weight and thermal loads in the global Y 22 direction are both negative, and combined equal 10692 lbs., and exceed the OBE and SSE loads (491 lbs. and 982 lbs., 23 2e respectively), uplift would not occur. M 25 26 l 21
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I. i I i *g _ _ m ~__ . Attachment 2 1 POTNT BEACH NUCLEAR PLANT - WEPCo Pipe Support AC-60lR-2-R38: Local Stress Evaluation i A. LOCAL STRESS EVALUATION A1. Calculation AC-60lR-2-R38, Attachment 3 (dated 2/29/89), j established ASME Baction III code compliance utilizing piping stresses and local stresses at the support location. ; A2. An alternate approach (dated 5/9/89) was utilized to redemonstrate the ASME Section III code compliance accounting for the Nac's comments concerning Attachment 3 of the subject calculation. Specifically, the items addressed were as follows:
- a. The T-shaped attachment was conservatively reduced to the web portion only for analytical purposes.
- b. The moment of inertia equivalency method was not used.
- c. Credit for the presence of. welds was not taken. J
- d. The longitudinal moment was calculated based on a i moment arm of 5-5/8".
Both the approaches discussed above demonstrated ASME Section III code compliance for pipe stresses at-the integral attachment location. B. LOAD REDUCTION J Bl. The piping analysis noted above was based on a temperature o'f 610F between the two isolation Valves, 2-700 and 2-701$ on Isometric P-248, Rev 2. This i temperature could, at the most, be 355F. This I temperature reduction brought the thermal loads down significantly: (Fy from 12.486.tc 7,265 lb, approximately 42%, and FE from 10,236 to 7,941 lb, approximately 22%). It should be noted that calculation AC-60lR-2-R30, Attachment 3, as well as the alternate ap roach, did not use these reduced thermal loads. In addition, Pipe Support Calculation AC-601R-2-R38 is being revised and uses these reduced thermal loads and . corrected material stress allowables. ! B2. Utilization of support gaps and support flexibility j could reduce thermal loads further. l B3. Higher damping seismic response spectra can also be used to reduce seismic loads, if required. l '2297b 1 of 2 ( ;
- 1 B4. Taking credit for the welds and using flange as well as web portions of the T-shaped attachment and performing rigorous finite element analysis (FEA) to determine local stresses will reduce local stresses substantially.
It may be noted that WRC-107 methodology is typically more conservative compared to FEA. C. OPERABILITY CONSIDEtMIlQE In addition to the code compliance demonstration, an operability evaluation has been performed for this support utilizing 2Sy allowable for faulted primary membrane stress. The primary plus secondary stresses.for upset condition and Mark 1's fatigue data were used to determine usage factor. j It may be noted thar primary plus secondary stresses, being ' highly localized in nature at the integral attachment location, are important from a fatigue standpoint because gross failure of the pressure boundary is not expected to occur with a single application. Therefore, for operability considerations, primary plus secondary stress need not be compared to an allowable, but its amplitude is used in determining the usage factor. The results of this operability evaluation show substantial margins, as summarized below: ) - Primary membrane stress (faulted) = 16,981 psi, <43,020 psi ! - Cumulative usage factor EUmo.1, <1 CONCLU112H: In summary', piping stresses at this integral ! l attachment location satisfy not only the operability considerations, but also the ABME code ! compliance and design basis for the plant. k i? , t 2297b 2 of 2 . . l . i i ATTACHMENT 3' ADDITIONAL INFORMATION REGARDING THE APPLICABILITY OF THE ANALYTICAL METHODOLOGY AND THE ASSUMPTIONS USED-IN 1 QUALIFYING SUPPORT AC-60lR-2-R38 The calculation qualifying the acceptability of piping support AC-60lR-2-R38 has the following major components: A. -Structural verification of the support members B. Verification of'the acceptability of the local' stresses in the pipe when including the effects of the integral welded attachment. The structural verification portion of the Bechtel calculation is straightforward statics. The basis for.the allowables was the maximum operating temperature (355 F) which for SA-240 TP304L reduces the yield strength and the modulus of. elasticity from ambient allowables. The stiffness and the section properties were then computed for the interface between the lug and the pipe and ; the tapered portion of the lug. Finally, weld checks were per-formed at the lug to pipe connection. The equations used were either standard AISC or Roarke & Young referenced equations. The structural portion of the piping support was thereby completely qualified using standard engineering techniques and no unusual engineering assumptions. The second portion of the qualification is to address the local pipe stress effects including the general piping stresses from the ME 101 run and the effect locally of.the integral welded attach-ment. The ANSI B31.1 code requires that the effects on localized stresses of integral welded attachments-(IWA) be considered but provides no guidance regarding methods'of load combinations or limits for local stresses. The discussion outlined below relates to adoption of WRC-107 methodology to evaluation of integral welded attachment to an elbow. It is recognized that WRC-107 was developed for attachments to cylindrical shells. There are two kinds of stresses that need to be considered at integral welded attachment locations regardless of whether the attachment is on straight pipe or elbow, namely the general piping stresses'and the local stresses. The local stresses are highly localized and attenuate very rapidly to nominal values within a distance of 2 to 3 shell thicknesses from the shell/ attachment interface irrespective of whether the attachment-is on straight pipe or elbow. For local stress consideration, it may be noted that a double curvature shell such as an elbow is more effective in reacting to the loads than a flat plate due to its capability to react to the loading with membrane action rather than bending action. For example, the required wall thickness for a shell with ( curvatures are generally smaller than a plate.under similar
- loading condition. WRC-107 addresses welded attachments on cylindrical shell (which has curvature in one direction only).
Therefore adapting straight cylindrical shells to elbows (shell. with double curvatures) should be reasonable and would be expected to yield higher stresses. In lieu of a finite element analysis l technique, it is an acceptable approach to use;WRC-107 for such an L application. The general piping stresses are intensified using the applicable-elbow stress indices. .For R38, stress indices are C = 1.265 for i internal pressure and C 5.645 for moment loads.- hhetotal l stress at integral weld 3a= attachment on elbow, comprising of intensified general piping stresses to account for elbow and the l local stresses obtained from using WRC-107 methodology for shell with curvature in one direction is reasonable'and acceptable. In summary, WRC-107 methodology which is considered to be more conservative than FEA (finite element analysis) as applied to an elbow will yield acceptable results even though WRC-107 is primarily intended for cylindrical and spherical shells. The loads on the IWA were examined for their individual effects and combined with attention paid to the direction of the loads (in the static cases). The combined loads were examined at the top and bottom of the attachment. The loads at the' top of the lug were greater than those at the bottom and the larger loads were incorporated as the ME 210 input. Because neither the WRC Bulletins nor the'ME 210 program has dealt directly with non-standard shapes for IWA, the flange'section of the lug was not used in the ME 210 input. Rather, only a portion of the web section only was used for this calculation. This method is' conservative mainly because the flange portion of the j tee would contribute a much larger area:for the load to be distributed over, thereby reducing.the localized stress effects. The attachment dimensions,' discounting the welds, were input into the ME 210 program ~as if it were a rectangular attachment to an elbow. The upper limit of 0.7 for' S (beta) is justified by an internal Bechtel letter by the program's technical sponsor dated June 5, 1989. J The following is a comparison of the~ actual area versus the lug areausegintheanalysis3 Actual area of (Flange 4.31 in agd Web 11.95 in}ug 16.26 in including-welds ).2 Actual is area gf lug' excluding. welds is 10.185 in (Flange 3.185 in and Web 7 in ). , Area of lug shape used in analysis is 3.625 in 2 (Web only). The y parameters are as follows: IE1 = C1/Dm " * ' ~ 0 385 2=C2/Dm " 10 85 1 J i . , i ) The stress limits were determined for the welded attachment's interface using allowables and equations based on ASME Section III NB 3650 (1983 issue through Winter 1985 Addenda). Since the B31.1 code allows more rigorous evaluations than those explicitly described in B31.1, this evaluation method is acceptable. 3 I The 79-14 analysis temperature (615 F) was based on the primary coolant temperature. This temperature is excessively conservative because the system is not used until the primary coolant , temperature is less than 350 F. Subsequent to the calculation qualifying this support, the thermal loads were regenerated using the maximum operating temperatures of-355 F as input. This resulted in a significant reduction in the thermal loads and stresses. In conclusion, the methods used in the qualification are justified on sound engineering bases and usable without modification. 4 i
- s. j l
ATTACHMENT 4 ! i CRITERIA FOR DETERMINING JUSTIFICATION i FOR CONTINUED OPERATION WHEN ENCOUNTERING MAJOR DISCREPANCIES IN "AS-BUILT" SAFETY RELATED PIPING ) l l f WISCONSIN ELECTRIC POWER COMPANY Point Deach Nuclear Plant ~ ) I I 'l i l l 1 . TABLE OF CONTENTS-Page
1.0 INTRODUCTION
& SCOPE . . . . . . . . . . . . . .. . . 3 2.0 CRITERIA . . . . . . . . . . . . .. . .. . . . . . . 3
3.0 CONCLUSION
. . . . . . . . . . . . . .. . . . . . . . 5
4.0 REFERENCES
. . . . . . . . . . . , . . . . . . . . . . 5 2-
1.0 INTRODUCTION
& SCOPE These criteria are intended.to assure the operability require-ments of safety related piping and associated supports if it is determined that stresses exceed allowables presented in the Point Beach Nuclear Plant FSAR. These criteria permit operation for an interim period only. Modifications will be made which return the system to within FSAR allowables by the next refueling outage or sooner if operation. permits.
These criteria are intended to expeditiously perform necessary evaluations to determine interim operability and not to delay appropriate actions. For cases involving components classified as ASME Code Class I where FSAR allowables are exceeded, WE shall be notified upon discovery and WE shall evaluate deportability requirements per 10CFR50. 2.0 CRITERIA 2.1 Piping Operability Criteria The piping analysis shall be in accordance with ASME, Section III NC-3600 service level D limits (Ref. 1). The design loading conditions to be applied in the analysis shall include the DBE earthquake. Following is the pipe stress criteria for justifying continued operation of the plant: [Sgp + SWT + 8DBE . y (e . equation 9) Where: S gp = Longitudinal Pressure Stress S WT = Dead Weight Stress S = resses Resulting From Design Basis DBE Earthquake Sy = Material Yield Stress (Reference 1 Appendices) Code Case N-411 allows for increased damping values, independent of pipe diaracter, for seismic analysis. Therefore, increased damping values, in accordance with reference 2, will be acceptable when performing these l analyses to meet operability. Should the piping stress analysis exceed the value of 2.0 Sy, or pipe supports do not meet their operable limits (see Section 2.2), then additional iterative analysis of the piping may be required. The iterative analysis may use the knowledge that a support is not capable of withstanding the loads, and can be removed from the analysis. Where feasible, the actual support stiffness may be included in the iterative analysis, along with other refinements.
For cases where piping secondary stresses are determined to exceed FSAR allowables, a specific case by case approach will be used to determine interim operability. 2.2 Pipe Support & Hanger Operability Criteria As a first step in evaluating the support,-a linear _ elastic analysis method will be used to determine _the stress in the support members. In. addition to the loading in Section 2.1, the support loads must include pipe thermal loads and results from free end displacement and anchor motion. Supports will be analyzed _using the allowables listed below to meet operability requirements. Structural Steel Tension F = 1.20 Sy but t
< 0.70 Su Bending F = 1.20 Sy but b
< 0.70 Su Shear Fy = 0.72 Sy but
< 0.42 Su Compression F < F but not to exceed a t 2/3 Per Combined Stress For axial compression and bending or axial tension and bending, use XISC 1.6., (Ref. 6)
Web Crippling = 1.0 Sy Weld Stress F = 0.42 Su (of weld material) Anchor Bolts Use Factor of Safety of 2 against ultimate tension and shear values Snubbers Hydraulic: Load < manufacturers one time load capacity. Movement < total travel Springs Load within catalog range without , bottoming out Struts FS = 2 and < 2/3 Per i a m_._______._.___.___.____________..._-_-._ _ _ _ _ _ _ . _ _ _ - _ _ _ _ . _ _ . _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ , _ _ _ . _ _ _ . . _
A31 remaining Use~ manufacturers published faulted Catalog Items load rating. Where level D allow-ables are not given, and the factor of safety is specified in the catalog, use design allowables but with FS = 2. (Typical catalog FS = 5, therefore use 2.5 x catalog capacity. Where: F = Allowable Tensile Stress F b
= Allowable Bending Stress Fy = Allowable Shear Stress F, = Allowable Axial Compressive Stress F = Allowable Weld Stress Pcr = Maximum Strength of Axially Loaded ,
Compression Member J Sy = Specified Minimum Yield Strength at Temperature (See Note 1) l Su = Specified Minimum Tensile Strength j Temperature FS = Factor of Safety Note 1: Actual yield strength may be used where CMTR's are available for the material. If a support fails using the linear elastic method, then a ; more refined analysis may be performed using plastic i analysis techniques. The plastic analysis will follow the design rules of ASME Section III, Appendix F, (Ref. 1) i
3.0 CONCLUSION
If the above criteria cannot be met, deportability per 10CFR50 must be evaluated and system operability requirements per Plant Technical Specifications must be evaluated and appropriate actions taken.
4.0 REFERENCES
- 1. American Society of Mechanical Engineers, Boiler and Pressure Vessel Codes, Section III, 1983 Edition, through l Winter 1985 Addenda.
- 2. American Society of Mechanical Engineers, Boiler and' Pressure Vessel Codes, Case N-411, Dated 9/17/84.
j a
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- 3. NRC-IE Bulletin 79-02, " Pipe Support Base Plate Designs Using Concrete Expansion Anchor Bolts," Revision No. 1 (Supplement _No. 1), Dated 8/20/79.
- 4. USAS B31.1.0-1967, Power Piping Code.
- 5. " Manual of Steel Construction," American Institute of Steel Construction, Inc., Eighth Edition, 1980.. .
i k I i i i
r we ATTACHMENT 5 OPERABILITY EVALUATION FOR-LOCAL PIPE STRESSES AT ANCHOR AC-60lR-6 H9 This ancher was installed in Unit 1 in the spring of.1984.and was the last of the plant modifications for 79-14 to be implemented. The anchor is in the Residual. Heat Removal System.and affects the analyses of isometrics P-104, P-132 and P-133. The highest stresses imposed result from thermal loading,-not seismic inputs. As allowed in the operability criteria (attachment 4)-the analysis performed. incorporated.the following: o Thermal analysis was run at 340 F. incorporating measured gaps:on supports R323, R325,~and R331. o Seismic analysis'was performed with 2-D earthquakes with the higher of the XY and YZ stresses selected. . Modes and directional combinations were by SRSS. o Code Case N-411 damping values were utilized (2 and 5%). o Calculated support stiffnesses for some supports were utilized (AC-60lR-6 -H2,-H3,-H4,-Hg, R331, R351). o Generic support stiffnesses per internal Bechtel procedures, o The model considered systems on both sides of the anchor. o Localized stress effects from the IWA were considered. The results of the Bechtel operability evaluation for H9 are provided in Table 1. The piping and support meet the operability allowables defined by Reference 4. As additional verification'to confirm the analytical results, we performed; inspections of the support and piping to determine if any-discernable damage has occurred from operation. /The visual examination did not identify any distress or local yielding in the piping or support.. We performed liquid penetrant examination of the attachment welds, and the pipe and support surfaces in the weld region. No cracks were identified. Finally, we performed.UT examination of the elbow to look for indications on the inside surface which may have resulted from overstress conditions. No indications were identified. We can reasonably conclude that the piping and anchor are undamaged. I We have experienced five (5) thermal cycles since the transforma-tion of this support into an anchor. This is significantly less than the calculated allowable number of cycles (157) in the attached analysis summary. Therefore, based on both physical inspection and the analytical evaluation, the anchor is considered acceptable for short term operability. , l
I ( DOCTlit:T tit-" i /: UFET;.Y.5 v r, Bechtel _
;;;r= =
15740 Shady Grove Road Ga :wsbs; Man:and20577-1454 (301) 258-3000 July 26, 1989 BLP-89-084 In Reply Refer to Chron 003973 Mr. Roger A. Newton General Superintendent Nuclear Systems Wisconsin Electric Power Company 231 West Michigan, P-381 P.O. Box 2046 Milwaukee, WI 53201 Attn: Mr. G. D. Frieling
Subject:
Point Beach Nuclear Plant Wisconsin Electric Power Company Bechtel Job No. 10477-900-002 Analysis of Sample Piping Integral Welded Attachment
Dear Mr. Newton:
This letter transmits the last of the fifteen sample integral welded attachments chosen for local stress analysis. We have completed short term operability evaluation for anchor 10"AC-601R-6-H9 based on local stresses at the integral welded attachment location. Based on our evaluation, we have concluded that the integral welded attachment for anchor H9 meets short term operability. The allowable number of cycles for operability and the primary faulted stress level are summarized in the attachment to this letter. The operability evaluation of the integral welded attachment (IWA) is based on 2 Sy allowable for primary faulted stresses, and determining the nQmber of cycles for primary plus secondary stress amplitude from Markl's fatigue data. The other parameters used in the operability evaluation of the IWA is provided in the attachment. Anchor loads were obtained from ME101 piping stress reanalysis which included loads from both sides of the anchor. Thermal analysis is based on 340 F utilizing support stiffnesses for all 0 supports, and gaps for some supports as identified in the attachment. The damping used in seismic analysis is per code Case N-411. Input for piping analysis is based on 2% and 5% damping spectral curves. BechtelPower Corporation aanumww RfClivr - NUGEM R- . ', ' i ,
1 l
~
Mr. Roger A. Newton ) July 25, 1989 l Page 2 The final calculation package is in process and will be transmitted under a separate cover. The structural integrity of the anchor (H9) is being evaluated and is based on the criteria provided in Appendix J of IE Bulletin 79-14 final report. The rest of the supports are being reviewed for the new loads. Should you have any further questions, please contact us. i Very truly yours,
".N ' u- l T. W. Vanvick 4 ,'
Project Engineer TWV/dt Attachment (1) l l
l
' 't i
- ATTACEMENT Summarv of Operability Evaluation for Anchor AC-601R-6H9 (Point Beach Nuclear Plant) i
- 1. Primary Faulted Stress Intensity: 40,670 psi (due to Pressure, Weight & SSE).
Allowable: 2Sy = 43,560 psi Primary faulted stress intensity is based on B1, B2 stress indices for general piping stresses from 1983 code l (NB-3600) for elbow. (Ref. #1) Since the stress intensity approach (and Stress indices) is not utilized in ANSI B31.1, ASME SEC III Code is used. Also, the ANSI B31.1 code does not provide guidance on methods of load ' j combinations or limits for local stresses.
- 2. Allowable Cycles for Cumulative Usage Factor of One are as follows: Primary plus secondary stress amplitude due to pressure, weight, OBE and thermal were used in obtaining the allowable cycles.
Number of Earthquakes No. of Thermal Cycles Allowed ! based on reanalysis No earthquakes 218 cycles (O cycles) i 1 OBE Event 157 cycles (10 Stress Cycles Ref. #5) 2 OBE Events 97 cycles (20 Stress Cycles) 3 OBE Events 36 cycles (30 Stress cycles) The following design parameters were used in performing the operability evaluation of IWA: o Allowable cycles are based on Mark 1's Fatigue Curve (Ref. #2). It may be noted that Mark 1's fatigue curve j utilizes SIF(i) and not the stress indices approach, i o B (Beta) = 0.7 used for local stress analysis (ME210) (Ref. (3) ; o Piping stress analysis was based on calculated support stiffnesses for H 2, H 3, H 4, H9 , R331 and R351 and generic stiffnesses for rest of the piping supports ; 1 _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ - - _ _ _ _ ._. _ . _ _ __ -__-__-________-_b
l
/
)
i e
)
o Thermal analysis is based on 340 F and the following 0 support gaps: R-323 and'R-3253.1/16" in east direction (z) ! R331: South (X) = 0.086" and vertically (Y) = 0.143" . i o The piping analysis model consists of combined models of j problems 14-24 and'8-1 (partial *).
- Adequate for this anchor evaluation purposes. ,
o This model utilized walkdown information for ISO P-133'and computer input for 14-24 supplied by Bruce Lunde of WEPCo and Isometric Dwgs. P-133, P-132, and P-104. o The seismic analysis is based on 2-D earthquakes, higher of (XY & YZ). Modal combination SRSS; directional combination
- SRSS for 2-D earthquakes.
o The damping used in seismic analysis is per code case N-411. Input for piping analysis is based on 2% and 5% damping spectral curves for pipe way 2 and 3, Elev. 26', Aux. Central Elev. 26', and Containment Elev. 19.583' (interpolated from 15' and 45' data). o Computech Aux central spectral curve was assumed to be SSE. o ZPA effects were considered. o SAM analysis is not required per the current design criteria. o operating pressure and temperature used: 480 psig and 340 0F. o Valve weights, insulation, nozzle movements, etc. are based on 79-14 Analysis information. 1 l l l I __- _ - _ _ _ _ _ - _ _ - _ _ _ - _ o
l
. 1 d'
References:
- 1. ASME Boiler and Pressure Vessel Code, SEC. 111, 1983
- 2. Piping Flexibility Analysis by A.R.C. Markl, Trans. of The ASME, Feb. 1953 j
- 3. Letter from M. Z. Khlafallah to R. Parekh/T. E. Bostrom.
Subject:
MA399/ME210 Limitations, Dated 6/5/1989 J
- 4. 2% and-5% Damping-Spectral Curves, Point Beach Nuclear Station. ,
Pipe Ways 2 and 3: El. 26' (Impell Report No. 09-0870 -0133 Rev. O) Containment Bldg.: El. 15' & 45' (Impell Report No. 09-0870-0133 Rev. O) Aux. Bldg. Central Part: El. 26' (Computech 10/17/80)
- 5. NUREG-0800 Section Standard Review Plan, SRP 3.73 - II.2. (b) ,
Rev. 1, July 1981. I 1 l i l 1 1 I l l
- _ _ __---_____ _ ________}}