ML17272A903
| ML17272A903 | |
| Person / Time | |
|---|---|
| Site: | Columbia  |
| Issue date: | 03/25/1980 |
| From: | Renberger D WASHINGTON PUBLIC POWER SUPPLY SYSTEM |
| To: | Engelken R NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION V) |
| Shared Package | |
| ML17272A904 | List: |
| References | |
| GO2-80-79, NUDOCS 8004070367 | |
| Download: ML17272A903 (23) | |
Text
h REGUL'AT<
INFORMATION DISTRIBUTIO YSTEM (RIDS).
D ~ly ACCESSION NBR98004070367 DOC ~ DATE: 80/03/?5 NOT'ARIZED:
NO DOCKET 0
FACIL:50-397 WPPSS Nuclear ProJectq Unit 2~
Washingtop>> Public Powe 05000397 AUTH BYNAME AUTHOR AFFILIATION RENBERGER~D ~ L; Washington-, Public Power Supply System RECIP ~NAME,RECIPIENT AFFILIATION ENGELKEN~R,H,.
Region 5E San Francisco~
Office of the Director
SUBJECT:
Advises that corrective action plan for'. sacrificial shield wall fina"lized.Forwards n.
L Roe Technical.
Memo 1173 Justifying use of>> partial-penetrat>on we DISTRIBUTION CODE:
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L SIZE>> L9 f ZK TITLE: Construction Deficiency Repor t (10CFR50
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Washington Public Power Supply System A JOINT OPERATING AGENCY P. O. BOX Q88 3000 GSO, WASHINCSON WAY RICHI.AND. WASHINCSON QQ352 PHONS (50Q) 375 5000 TELECOPY Docket No.
50-397 G02-80-79 March 25, 1980 Hr. R.
H. Engelken, Director NRC Region V
Suite 202, Walnut Creek Plaza 1990 N. California Boulevard Walnut Creek, California 94596
Subject:
WPPSS NUCLEAR PROJECT NO.
2 DOCKET NUMBER 50-397 SACRIFICIAL SHIELD WALL (SSW)
CORRECTIVE ACTION PLAN
Reference:
NRC Region V Letter, R.
H. Engelken to N. 0. Strand, WNP-2 Pipe Whip Restraints and Sacrificial Shield Wall, dated February 8, 1980
Dear Mr. Engelken:
The corrective action plan for the sacrificial shield wall (SSW) has been finalized. It consists of providing justification for the slot weld replacement by the partial penetration weld, perform-ing a welding defect/structural impact assessment to evaluate the SSW as-built structural capabilities, selection and qualification of the shield material for shim gaps and concrete voids, and a
final report at a later date discussing all items of concern on a
case-by-case basis.
The interim welding defect/structural assessment is being performed in a conservative, bounding manner with the following considerations:
~
Welding defects identified by the recent Burns and Roe SSW visual inspection of 100Ã of accessible
~
Welding defects identified by magnetic particle examinations performed on the SSW by site contractors,
~'elding defects identified by ultrasonic examinations performed on the SSW by site contractors and Leckenby, o
The SSW welding defect and repair history, experienced by Leckenby during fabrication,
oocovo SGP
O.
4 H
Mr. R.
H. Engelk
- Page 2
o Assessment of Leckenby NDE credibility, welding procedures and wel der qual ificati ons/ca pabil ities, e
Lamellar tearing,
~
The use of cold forming and heat straightening processes during SSW fabrication, o
SSW as-built dimension considerations with respect to the partial penetration weld at El. 541'-5",
and e
The impact of the known welding defects and defect history and their extrapolation to the remainder of the SSW in conjunction with other welding related concerns mentioned above on the SSW functional capabilities.
This technical evaluation will establish the SSW acceptability as-is with appropriate justification or will identify corrective action/
repair as necessary.
This evaluation will be performed in a typical engineering manner, i.e., independent checking of the technical results.
The replacement of the slot welds by the partial penetration weld at El. 541'-5" is considered to be an equal and alternate method of achieving the horizontal shear'esign requirements.
We do not view it as a change in design requiring prior NRC approval in that it is not an unreviewed safety question or change in technical specifications., Burns and Roe Technical Memorandum No. 1173, provides justification for the use of the partial penetration weld between SSW rings 3 and 4 including SSW as-built dimension considerations.
Attach-ments 2, 3, 4 and 5 provide details for the joint preparation and welding of the partial penetration weld.
The preparation of this joint will provide additional information about the material in this area of the SSW; it does not preclude any investigative work.
Considering the above and the reference, it is requested that the Supply System at this time be allowed to commence preparation of the joint,for the weld joining SSW rings 3 and 4.
A subsequent letter to NRC Region V will specifically address the proposed shield material and request your concurrence to proceed with shim gap shielding repair and welding of rings 3 and 4.
Very truly yours, D. L. Renberger Assistant Director, Technology
Nr. R. H. Engelken
,. Page 3
\\
S.
DLR: DCT:der Attachments:
(1) Burns and Roe Technical memorandum No. 1173, dated March 19, 1980 (2) Project Engineering, Directive (PED)
No. 215-W-1604 (3)
PED No. 215-CS-2741 (4)
PED No. 215-W-2742 (5)
PED Ho. 215-W-2749 cc w/att:
V. Stello, HRC N.D. Lewis,
- EFSEC, Olympia J.R.
- Lewis, BPA J.J.
Verderber, BSR N.Y.
R.C. Root, BLR Site WNP-2 Fil es
YA R. E. Snaith FROM M. N. Fialkow
~AT'E,, 3/19/80 COPIES TO:
JJVerderber w/1 CJSatir w/1 ACygelman w/1 DCBaker w/1 JO'Donnell w/1 MFialkow w/1 EFerrari w/1 SUBJBCT
REFERENCES:
W. O.
2808 EJWagner w/1 Washington Public Power Supply System GHarper w/1 WPPSS Nuclear Project No.
2 HTuthill w/1 Sacrificial Shield Wall Assessment Program Sr-2 w/2 Connection of Upper and Lower'all Segments, pf w/1 TECHNICAL.MEMORANDUM NO.
1173 db w/0
-- TM File w/1 1.
NRC Letter from R. H. Engelken to N. O. Strand dated 2/8/80,
Subject:
Washington'uclear Project No. 2, Pipe Whip Restraints and Sacrificial Shield Wall.
2.
WPPSS Letter WPBR-80-96 from R. M. Foley to J. J. Verderber,. dated 3/6/80,
Subject:
WPPSS Nuclear Project No. 2, Sacrificial Shield Wall (SSW)
Assessment Program.
3.
Calculation No. 6.19.37, Book No.
SV 489 Pages 45 - 61
Title:
WPPSS-Hanford No.
2 - Reactor Bldg. - Sacrificial Shield Wall,
Subject:
Correction Measures at Interface El. 541'-5".
4.
Washington Public Power Supply System Nuclear Project No.
2 Report No. WPPSS-74-2-R2-B, "Sacrificial Shield Wall Design Supplemental Information".
5.
ASCE Mayual No. 41, "Plastic Design in Steel" I
'2nd Edition, 1971, Chapter 10:
Multistory
- Frames, pp.
246-.247':
P.h. Effee ts.
INTRODUCTION:
It has been determined that the horizontal rings in the Sacrificial Shield Hall (SSW), located above and below the interface at Elevation 541'-5.", are not welded together as shown'n the contract drawings.
Correction measures to transmit the design horizontal shear between the channel ring above the inter ace and the box ring below the inter-face are required.
CL J
TJCHNICAL lKMORANDUM NO.
1173 The contract requires that at each of 24 lbcations around the
- SSM, our slot welds are to be provided in the web of the upper channel ring connecting to the lower box ring.
In lieu of this unfulfilled requirement, it is proposed to install a partial penetration groove weld along the exterior, circumference between the two rings.
Structural analysis in justification of the proposed correction has been accomplished (Reference 3).
This memorandum furnishes pertinent information relative to this analysis in compliance with letters from USNRC and MPPSS (References 1, 2);
The following is included:
a.
Description of correction weld b.
Design considerations c.
Analysis based on the design SSM configuration d.
Analysis for as-built SSM dimensions.
DESCRIPTION OF CORRECTION MELD The correction weld is a partial penetration groove weld with fillet weld reinforcement to be installed along the exterior circumference between the rings above and below the interface at Elevation 541'-5".
The location and extent of the weld are shown in Figu e 1; weld details are shown in Figure 2.
As shown in.the figures, the correction weld is,to be installed in each of the 24 panels around the SSM for the width available between the column splice plates.
Preparation for the groove weld requires removal of material from the channel ring.
The specific
.configuration of the weld in each panel, including the groove depth and the size of the fillet weld reinforcement, depends on the width of ledge at the interface.
From the design viewpoint, a minimum overall weld depth of 2 inches, corresponding. to an effective weld. throat of 1 7/8 inches, is maintained in all configurations.
DESIGN CONSIDERATIONS FOR CORRECTION MELD l.
Basic Data The analysis and design of the proposed correction weld utilizes the values of the stress resultants in the members and skin plates obtained in the analysis of the'verall sacrificial shield wall.
A description of the analysis and design of the SSM including loads, load combinations, and acceptance criteria was submitted to NRC by Report No. WPPSS-74-2-R2-B (Reference 4) and approved by NRC 'by letter dated October 15, 1975.
1
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Page 3
'ECHNICAL MENORANDU O.
1173 Date Typed:
3/19/80 I
I The analysis and design of the correction weld is in con-formance with NRC Standard Review Plan (SRP) 3.8.3.
In particular, reaui ements relative to loads, load combinations, and acceptance c iteria are complied with.
The basis of design is the elastic working stress method, Part 1 of the 1969 AISC design specification.
2.
Si nificant Loads The following significant loads, considered in the analysis and design of the sacri'ficial shield wall, are applicable to the correction measures:
Dead and live loads Seismic-loads:
'ressurization o
the annulus between.RPV-:and SSW Reactions due to pipe break Annulus pressurizations include those due to postulated pipe breaks in the following lines:
Recirculation outlet lines Recirculation inlet lines Feedwater lines RHR/LPCI lines Pipe break reactions" include those due to the preceding breaks and due to other severe postulated breaks occurring in the drywell proper.
Ten controlling breaks in'the drywell are included.
.3.
Controllin Loadin and Load Combination The significant loads are considered in the load comb'nations of SRP 3.8.3. with regard to horizontal loads at the interface.
The controlling loading with associated acceptance criteria with regard to horizontal loading pe panel is noted below:
SRP Combination 5
1 6S Q D + L + Pa
+ Yr + E D, L:
dead, live load Pa:
annulus pressure due to break in feedwater line at azimuth 90 Yr..-pipe reaction due to the feedwater line break E:
combined effect (by 'SRSS) due to OBE seismic events in the easterly, northerly, and vertical directions.
TECHNICAL II C.
1173 ANALYSIS BASED ON 'DESIGN SSW CONFIGURATION Desi n Concept.
The correction weld carries the horizontal shear loads which are transmitted between the ring channel above the interface and the ring box member below the interface.
The horizontal loads from the channel are due to horizontal reactions from the skin plates and columns which connect to the channel from above.
Re'actions from the analysis of the SSW in its design configuration are used.
The shear loads from the skin plates are tangential (circumfe ential) in direction.
Shear loads from the columns have tangential and radial components.
The connection design is based on the largest combined shear load in any one'anel due to the associated skin plates and columns.
The same correction is applied to all panels.
2 ~
Desi Loads The largest combination of shear loads per panel in the controlling load combination 5'has magnitudes as listed below:
Skin plates:
Column:
Tangential shear
= 318.1 kips Tangential shear
=
8.9 kips Radial shear 27.4 kips 3.
The total panel tangential
- shear, 327. 0 kips, is taken to act with half applied along each flange of the ring channel.
The total panel radial shear, 27.4 kips, is taken to act along the line of the column web.
'I Weld Desi n Criteria 4 ~
Welding procedures will be qualified in accordance with the requirements of the Structural Welding Code AWSDl.l.
Weld design is based on allowable stresses associated with partial penetration groove welds.
Correction Weld Stress Anal sis The panel design loads result in tangential and radial shear resisting forces in the panel correction weld.
The total panel tangential load causes a uniform tangential force in the'weld of 9.9 kips per inch.
A radial weld
'force which varies linearly between extreme values at the ends of the weld resists the moment on the weld due
to the eccentricity of'he applied tangential load along the inte io face; the maximum value of this radial force '
- 21. 6 kips per inch.
An 'additional radial weld force with constant magnitude equal to 2.7 kips per inch acts over a limited portion o the weld near its end to resist the applied radial load along the column web line.
The maximum value of the resultant weld force occurs at the end of the weld and is equal to 26.3 kips per inch.
5.
Controllin Desi n Mar in I
The design margin, which is the ratio of the permissible stress to the ac ual stress, equals 2.3'for the above maximum value of the weld,for'ce.
ANALYSiS FOR AS-BUiLT SSW DiMENSiONS Conce t for Anal sis As-built deviations of the SSW'which affect the proposed correction weld at interface El'evation 541'-5" are illustrated in Figure 3.
As shown in the figure, the deviations from verticality of the columns above the interface and the deviations from the design circularity of the ring channel members above the -interface are involved.
The lateral. displacement of one end of a member,',
relative to the other end in conjunction with the primary axial load 'in the member, P, results in additional (secon-dary) shears and moments in the member.
(reference
- 5).
This Pb, effect with the associated end bending moments and shears is shown below:
rom equilibrium considerations,'t is determined that:
Conservatively, the additional end moment M~ and the addit'onal end shear Q<
are each evaluated as "hough the other is non-existent.
This is, done in the following equations.
M~.s P~
Gk~ = P</L 2.
Desi n Loads The controlling axial loads in the columns and ring channels are due to the same applied loads taken in SRP Com-bination 5 which control for the transmission of shear across the interface.
The axial force in the ring channel is taken equal to the design panel tangential shear of 327.0 kips.
The axial'orce in the column is taken as the total panel vertical load due to both column and skin plate reactions.~'onservatively, the maximum vertical loads in the column and skin plates are used even though these are not located in the same panel as the panel which
.controls for shear.
The design vertical axial load is 316.5 kips.
3.
Effect on Annulus Pressurization With respect to the effect of as-built SSW dimensions on annulus pressurization calculations, the following is noted:
a.
The measurements of concern apply to the annulus space between the sacrificial shield wall and the reflective insulation.
These measurements are very difficult to obtain and are not available.
- However, it is noted that the insulation support system is mounted on the SSW so that the dimension between insulation and wall would tend to be unaffected by the as-built deviations.
b.
For the design of the wall, NRC required that calcula'ted annulus pressurization loads be increased by 40 percent.
One of the reasons for this requirement was to account for as-built conditions being different from the conditions assumed in the analysis.
4.
Ma nitude of As-Built Deviations The as-built deviations used in the analysis are based on the most conservative interpretation of the revised erection tolerances which were adopted for the erection of the SSW together with a supplementary field check of the deviations.
~ ~ \\
b
Prior to erection of the wall, the contractor requested and was granted relaxation of the original contract requirements on erection tolerances.
The maximum permissible deviation from circularity was changed to + 0.90 inches in lieu of the original
+ 0.125 inches.
The maximum horizontal deviation-at the top of the wall from the vertical line through the corresponding point in the base of the wail was revised to + 0.90 inches in lieu of the original + 0.25 inches.
The most conservative interpretation of the adopted tolerances results in the deviation values noted" below.'hese values are used in the analysis.
a ~
b.
Circularity - The maximum tolerance is taken to occur at one column 'relative to the adjacent.
columns on either side.
Referring to Figure 3, Q 9Q (0 IO)
),go Ihchcs Cl C i+)
CI C>-1 n
Verticality The maximum to'lerance is taken to occur at a column between Elevation 541'-5" and Elevation 549'-5>4".
Using the terminology of Figure 3, 6= 0,8o -(o,1a ) =
- l. Bo inchec
~ Field measurements p'ertinent to the vertical and circular deviations have recently been made.
The magnitudes of 6<
as defined in Figure 3 were determined'round the shield wall.
However, precise determination of the circular deviation is not practical due to interference of existing construction.
As a measure of the circular deviation, the radial deviation between the ring box member below the interface and the ring channel above the interface is used.
Comparison o
the deviations from field measurements with those based on the tolerances makes apparent the conservative basis of the analysis.
Thus the analysis uses L'> = 1.8 inches compared to a maximum measured value of 0.625 inches.
Also, the analysis uses h,q, "Lu'i~( = 1.8 inches compared to a corresponding value of 0.875 inches based on field data.
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5.
Correction Weld Stress Anal sis As noted in the Concept for Analysis, the design axial loads, acting with the adopted design deviations result in additional end moments and shears in the columns and ring channels located above the interface.
The additional end moments in the column and ring
~ channel are 285.0 inch kips and 294.3 inch kips respectively.
The associated increases in flexural stress in the members are less than 0.7 kips per square inch.
This increase
'i.n stress is relatively small and is within the capacity of the wall members.
The additional column radial shear is 5.9 kips.
The additional radial shear in each of the two ring members at the column is 13.4 'kips.
- Thus, a total of 32.7 kips of additional radial shear results due to the design deviations.
Conservatively, this additional radial shear is taken to occur in the controlling panel used for the design of the correction weld.
The total panel radial shear is increased to 60.1 kips and the resulting local radial weld force increases to 6.0 kips.per inch from the previous
'alue of 2.7 kips per inch in the Analysis Based on Design SSW Configuration.
With the above increase in panel radial shear, the design margin is 2.1 as compared to the previous value of 2.3.
CONCLUSION
'ased on the preceeding
- analysis, the proposed correction weld at interface Elevation 541'-5". has sufficient capacity to sustain the required loads.
The correction provides a design margin in excess of 2.1.
Prepared by:
M.N. >3.a ow Approved by:
P. O'Donnell
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