ML20092A827

Forwards Proposed Rev to FSAR Section 3.8.1.6.6 Re Structural & Miscellaneous Steel Welding for Category I Structures,In Response to Notice of Deviation from Const Appraisal Insp

ML20092A827
Person / Time
Site:	Palo Verde
Issue date:	06/07/1984
From:	Van Brunt E ARIZONA PUBLIC SERVICE CO. (FORMERLY ARIZONA NUCLEAR
To:	Martin J NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION V)
References
ANPP-29687-EEVB, NUDOCS 8406190475
Download: ML20092A827 (10)

Text

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.4 Ecagg Arizona Public Service Company Q, %': I,r;; 9 June 7, 1984 L

ANPP-29687-EEVB/WFQ

.9

'Mr. John B. Martin U._S. Nuclear Regulatory Commission

Region'V 1450 Maria Lane, Suite 210 Walnut' Creek, CA.

94596-5368

Subject:

Palo' Verde Nuclear Generating Station Units 1, 2, and 3 Docket Nos.'STN 50-528/529/530 Notice of Deviation

.NRC's Special Construction Appraisal Inspection

~ File: '84-019-026; D.4.33.2

Reference:

Letter from E. E. Van Brunt, Jr. (APS), to John B.

Martin, (NRC) dated April 13, 1984. (ANPP-29302-WEI/BSK)

Dear Mr. Martin:

Please find attached the proposed revision to FSAR Section 3.8.1.6.6 l

~ concerning structural and miscellaneous steel welding for your review 3

as committed to in the referenced letter. This revision is docu-

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mented'as PVNGS SAR change notice 1123 for our files.

If you have

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any questions or. comments concerning these changes, please contact j

me.

i Very truly yours, q

CLLt I

%w E. E. Van Brunt, Jr.

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i APS Vice President Nuclear Production j

i ANPP Project Director i

EEVBJr/KEJ/mb.

Attachment 8406190475 840607 g\\

PDR ADOCK 05000528

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Mr. John B. Martin

.NRC's Sp ci=1-Construction JAppraisal Inspection Page 2 cc:..K. L. Turley

.T..G. Woods, Jr.

. W. E. Ide (w/ attachment) r' D. B.-Fasnacht' (w/ attachment) e-A. C. Rogers-

'B. S. Kaplan "J.

.Vorees J.LR. Bynum (w/ attachment)

A. C. Gehr (w/ attachment)

W. J. Stubblefield (w/ attachment)

W. G. Bingham (w/ attachment)

-R. L. Patterson

R. W. Welcher (w/ attachment)

'H.

Foster

-D.-R. Hawkinson

.L.. E. Vorderbrueggen (w/ attachment)

G. A. Fiore111 ~

(w/ attachment)

J.-

Self (w/ attachment)-

D.

Canady (w/ attachment)

-fi W..F. Quinn (w/ attachment)

T. F. Quan (w/ attachment)

E. A. Licitra - NRC (Bethesda)

(w/ attachment)

'G. W.-Knighton - NRC (Bethesda) (w/ attachment)

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.G STATE OF ARIZONA )

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COUNTY OF MARICOPA)

I, Edwin E. L Van Brunt, Jr.,

represent that I am. Vice President, Nuclear, of Arizona Public Service Company, that the foregoing document has been signed by me on behalf of Arizona Public Service Company with full authority to do so, that I have read such document and know its contents, that to the best of my knowledge and belief, the statements made therein are true.

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AM Edwin E. Van Brunt, Jr.

Sworn to before me this 7td day o fro 12, 1984.

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YMeu $ W

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/ Notary Public f

' My Commission Expires:

My CORililission Expires April 6,1987 t

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r PVNGS FSAR DESIGN OF CATEGORY I STRUCTURES Welding i d:nc in :: crd:n::

ith JJ.;S 01.1-7^, Em ision 1,

[1072, Structural '1 lding Ced:.

heacceptancecriteriafor visual inspection of welding i; den; in accordance with AWS Dl.1-72, Rev. 1, 1973 / w/r# d/, Mis /tdr/avs dwo Md"/sE 8

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lN SK1?M 3.5. Io le e Ce, /, s4 e 3.8.1.6.6.1 Structural Steel Construction.

ncccrcacandation: D for steel construction procedures are as follows.

2!

F I

A.

Welding 1.

ructural Welding Code (AWS Dl.1-72, Revisio 1,

19

) is used with the following changes:

a.

aragraph 4.9.2 replaced as follows:

SE Al electrodes having low-hydrogen overings con orming to AWS A5.1 are purcha ed in

_ f herm tically-sealed containers.

If the f

herme 'cally-sealed containe shows evidence of dam e

the electrodes e driec'. prior to use.

I ediately after e opening of the hermetica ly-sealed co ainers, electrodes are stored in ovens ld at a temperature of 200F minimu.

The 70XX electrodes that are not used with*n hours, E80XX within 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br />, E90XX within 1 our, E100XX and E110XX within 1/2 hour aft teopeningofthehermetically-I sealed con iner removal of the electrodes from a d ing or st rage oven are redried for 8 hour9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> at a tempera re of 200F minimum prio to reissue.

Ele tredes which have been w

are not used.

Heat rod cans are not equired when rod is used ithin the specified time.

In Table 4.2, the governing t ickness to 3

determine preheat requirements r fillet welds shall be the weld throat thi kness.

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Amendment 3 3.8-54 December 1980

INSERT A l

I

-A.

Welding and acceptance criteria for visual inspectioe of welding

.is per the Structural Welding Code (AWS D1.1-72, Revision 1, 1973) with the following clarifications and changes:

1.

Weld joint classification is based upon suitability for service I

in accordance with the following categories:

a.

Category A Joints are part of the main building frame and carry principle design loads.

b.

Category B Joints are connections between main building frame and miscellaneous metal.

c.

Category C Joints are not part of the main building frame, but rather provide auxiliary suppor t or framing for systems, components and equipment. These joints are within the mis-cellaneous metal category, and shall include, but are not limited to, pipe supports (beyond the scope of ASME Codes),

stairways, embedments, HVAC duct supports, instrument supports and electrical raceway and supports (except where unistrut

-is used).

d.

Category D Joints are not part of the building frame, or auxiliary suppoi system but rather perform a passive l

or inactive function. These joints are within the miscellane-I ous metal category and shall include, but are not limited to, doors, windows, hatch covers and frames, ledger angles, handrails and gratings.

e.

Category E Joints are limited to weids, used in ductwork welding of thin walled gauge steal, whose classification is not specifically covered by tua Structural Welding Code.

2.

Paragraph 3.1.4 is clarified as follows:

a.

Weld sizes specified in the drawings are considered nominal.

Deviations of up to minus 1/32 inch for the entire weld length are considered as meeting the weld size require-ment.-

b.

The fillet leg dimension may not under run the specified weld size by more than 1/16 inch for mcre than 10 percent l

of the weld length. For flange-to-web joints, the undersize may not be within two flange thicknesses of the weld end.

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c.

The actual size of the fillet veld profile may exceed the size shown on the design drawings by 3/16 inch for its entire length, and 1/4 inch for no more than 10 percent of its length, d.

Fillet weld lengths in excess of those shown on the design drawings are acceptable.

e.

Where intermittent fillet wel(s are specified on the design drawings, a continuous weld of the same size is acceptabic.

l

r-3.

Per: graph 4.9.2 is replaced as follows:

All electrodes having low-hydrogen coverings conforming to AWS A5.1 are purchased in hermetically-scaled containers.

If the hermetically-sealed container shows evidence of damage, the elec-trodes are dried prior to use.

Immediately after the opening of the hermetically-sealed containers, electrodes are stored in ovens held at a temperature of 200F minimum. The E70XX electrodes that are not used within 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br />, E80XX within 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br />, E90XX within 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br />, E100XX and E110XX within 1/2 hour after the opening of the hermetically-sealed container or removal of the electrodes from a drying or storage oven are redried for 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> at a tempera-ture of 200F minimum prior to reissue. Electrodes which have been wet are not used. Heated rod cans are not required when rod is used within the specified time.

4.

In Table 4.2, the governing thickness to determine preheat requirements for fillet welds shall be the weld throat thickness.

5.

Paragraph 3.6.4 is replaced as follows:

a.

For all structural steel welded connections, the undercut shall not exceed 1/32 inch unless noted otherwise.

b.

For Category C Joints undercut (underfill) not exceeding 1/32 inch may be acceptable for the full length of the weld.

Undercut not exceeding 1/16 inch may be accepted providing the width is greater than the depth and does not have an acute intersection at its root. The accumulative length of 1/16 inch undercut shall not exceed 50 percent of the weld length. For members welded from both sides the cumula-tive undercut depth or length shall not exceed the criteria.

c.

For Category D and E Joints, undercut shall not exceed 50 percent of the material thickness.

6.

Paragraph 3.6.6 is replaced as follows:

Overlap / rollover may not exceed 1/8 inch.

7.

Paragraph 3.6.1 is replaced as follows:

The face of fillet welds may be slightly convex, flat, or slightly concave. The convexity height shall not exceed 1/d inch. Con-cavity shall not reduce the weld throat beyond that required for weld size.

1.

Paragraph 8.15.1.3 is replaced as follows:

a.

For Category A and B Joints, the weld may have an under-filled crater, provided the underfill depth does not exceed 1/32 inch, and the crater has a smooth contour blending grad-ually with the adjacent weld and base metal without acute notches.

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b. !For Category C'and D Joints, undsrfilled groova weld

. ' cr tera: ch:11 be eccepttd providrd the depth of und:rfill is 1/16' inch or less. Underfilled single-pass fillet weld i

craters:shall-be accepted provided the crater length is less

~-

than 10 percent of the weld length., On multi-pass fillet

~ weld crater depth 1/16 inch or less shall be accepted.

s 9.. Paragraph 8.15.1.5 is replaced as follows:

For Catergory A, B, C and E Joints, the welds may contain a.

a maximum of 5 percent, by surface area, unaligned, unclus-tered' porosity.

b._ For Category D Joints, porosity is not a criterion for rejection.

10.. Paragraph 3.10.1'is clarified as follows:

~

-For Category D Joints, slag inclusions are not a criterion for rejection.

11. -Welding shall be performed only by welders or welding

. operators who have been qualified in accordance with Section 5,

-of'the Structural Welding Code,:exc~ept for the following:

a.

Construction aids defined as temporary pipe supports,

' lifting eyes, construction bracing, supp7rts.for. concrete embeds and other.similar material which may;be attached to.

-structural'or miscellaneous steel and are not shown on design

'drawings: Welders or welding operators may be qualified to AWS or:ASME Section IX requirements.

b.

Welders performing welding on pipe supports (beyond the scope of ASME codes), embedments, or instrument supports may be qualified to AWS or ASME Section IX requirements.

c.

The Structural Welding %de groove plate test in the 3G and 4G' positions shall qualify a welder to perform the

' followir3 additional operations:

-1) Welding of handrails fn all positions.

2) To make fillet welds of any size, in all positions, on base metals in all thicknesses for structural-tubing.

'12.

To provide more definitive acceptance criteria for intermit-tent' fillet welds for electrical raceway supports, paragraph 4.6.1' of AWS A2.4 is replaced by the following:

When intermittent fillet welding is used by itself, the symbol

' indicates that increments shall be located at the ends of the dimensioned length. However, weld lengths startin8 or terminating within 1 inch of the end of the member shall be acceptable for electrical raceway supports.

.c PVNGS FSAR DESIGN OF CATEGORY I STRUCTURES f

2.

WeICu o pcrf;rming Jolding en P p: 2"pr^"*= Iheyond i

the cre;; cf AoME vvdes), embedments or instrument 2

qualified to awd or A5ME Section IX "o uyyv& Lo ate

__m requitmmmmmo.

B.

AISC, Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, as refer-enced in section 3.8.1.2.2, is used.

C.

AISC, SpecificationforStructuralJointsUsingAkTM A 325 or A 490 Bolts is used.

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December 1930 3.8-54A Amendment 3

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Amendment 2 3.8-54B September 1980 t

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PVNGS FSAR DESIGN OF CATEGORY I STRUCTURES D.

Supplementary Quality Assurance Requiremente for Installation, Inspection, and Testing of Structural Concrete and Structural Steel During the Construction Phase of Nuclear Power Plants (ANSI N45.2.5-1974) is used except as noted below:

1.

Section 5.4, F'.gh Strength Bolting -- Used except AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts shall govern the prbper length of bolts.

2.

Section 5.5, Welding -- Used with exceptions as I

noted in section 3.8.1.6.6.1.A.

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3.8.1.6.7 Quality Control Quality control procedures are established and implemented during construction and inspection.

The quality control procedures are specified in the technical specifications

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covering the fabrication, furnishing, and installation of each structural component and provide inspection and docu-mentation to assure that-the codes and construction practices are met.

3.8.1.6.7.1 Control Tests for Concrete.

Concrete for the containment structure is tested in accordance with'ACI 301-72, except as noted in section 3.8.1.6.1.

Concrete placement is accomplished in accordance with NRC Regulatory Guide 1.55 as discussed in section 1.8.

3.8.1.6.7.2 Control Tests for Reinforcing Steel.

Reinforc-ing' steel is tested in accordance with NRC Regulatory Guide 1.15.

Control of mechanical splices for reinforcement utilizing filler metal and an enclosing sleeve (Cadweld-type splices) m 3.8-55

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