ML20087B493

Forwards Suppl to Palmetto Alliance Proposed Findings of Fact & Conclusions of Law in Form of Partial Initial Decision.Part V on Honeycombing Omitted Due to in Camera Matl

ML20087B493
Person / Time
Site:	Catawba
Issue date:	03/06/1984
From:	Guild R GUILD, R., PALMETTO ALLIANCE
To:	Foster R, Kelley J, Purdam P Atomic Safety and Licensing Board Panel
Shared Package
ML20087B499	List: ML20087B493 ML20087B504
References
NUDOCS 8403090112
Download: ML20087B493 (38)

Text

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ROBERT GUILD arvon.4, at uw 0

I POST OFFICE box 12097 CHARLESTON south CAROLINA 29M* 24 MAR -8 TELEPHONE 803/795-8708 KEilNG & SERVKF BRANCH March 6, 1984 Mr. James L. Kelley Chairman Atomic Safety and Licensing Board Panel U.S. Nuclear Regulatory Commission Wcshinoton, D.C.

20555 Dr Paul W. Purdom 235 Columbia Drive Decatur, Georgia 30030 Dr. Richard F Foster P.O. Box 4263 Sunriver, Oregon 97702 Re: Duke Power Company, et al.

(Catawba Nuclear Station, Units 1 and 2),

Docket Mos. 50-413, 50-414

Dear Sirs:

Enclosed please find the Supplement to Palmetto Alliance Proposed Findings of Fact and Conclusions of Law in the Forn of a Partial Initial Decision.

Part V on the subject of " Honey-conbing" in concrete is omitted from general distribution since it contains n camera matter.

In addition we enclose the Offer of Proof on the proposed expert testimony of E. Earl Kent on the subject of Laminer Indica-tions in Steel together with five proposed Exhibits which are attached thereto.

Please note that we have submitted no proposed findings on Contention 16, Spent Fuel Storage.

Instead we intend to rely on our positon that the authority sought should be denied as a matter of law. Tr. 10,363-79.

8403090112 840306 PDR ADOCK 05000413 G

PDR 7JS03 j

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j Finally, we are, circulating copies of a number of Palmetto Exhibits admitted during the January 30, 31, 1984, session:

PA Exh.s 134A, 135, 136, 140 and 141.

The others have already been circulated or were marked for identification only.

Ver tru:

you s, W

Robert Guild cc: all parties 9

000 FETED UU!RC PALMETTO ALLIANCE OPPEA OF PROOF

'84 MAR -8 A10 :J6 TESTIMONY OF E. EARL KENT -*r ECff

• LAMINER INDICATIONS IN STEEL Pursuant to 10 CFR, Section 2.743(e) Intervener Palmetto Alliance respectfully presents the following statement as an Offer of Proof of the expert opinion testimony of E.

Earl Kent, Senior Quality Control Engineer (Nuclear Welding) on the subject of laminer indications in steel, their safety significance, and recommended corrective action.

Mr.

E. Earl Kent was present during the proceedings before the Atomic Safety and Licensing Board on January 30 and 31, 1984, where he heard the testimony of various witnesses for the Applicants, Duke Power Company, et. al.,

and the NRC Staff responding to concerns expressed by former Catawba Nuclear Station Welder Howard Samuel Nunn,' Jr.,

as to the existence of extensive undetected and uncorrected laminer defects in the steel containment shell plate and associated penetrations at the Catawba Station.

Mr. Kent has seventeen years experience in the engineering,' construction, welding and quality assurance fields including employment as a Senior Quality Control Engineer with Bechtel Power Corporation to work on six nuclear power units.

His resume is attached as Exhibit 1 to this Offer of Proof.

Based on this experience and upon training and study, Mr.

Kent states that the presence of laminer discontinuities and related conditions.such as weakened planes in steel plate is a J

problem which has received increasing attention in the last several years, particularly as structures are built larger, requiring greater strength in design and fabrication.

Laminations and related weaknesses are main contributing factors to the phenomenon called "lamellar tearing",

i.e.,

the transversal of stress to the through thickness direction, or Z plane from the X and Y planes oriented in the rolling process.

Such tearing often occurs in proximity to the weldment zone due to the formation of cracks roughly parallel to the plate surface.

Such occurrences are especially prevalent in the application of welded attachments to plate surfaces such as hangers, supports and the like.

Mr. Kent heard testimony in Charlotte from several Duke 4

. Power Company officials to the effect that the presence of an undetermined amount of laminer discontinuities in the Catawba Nuclear Station Containment Shell are of no safety consequence.

It is difficult to understand how any engineer could form ~. late

/-

p such an assumption.

The presence of laminer defects has clear

- potential for adverse effects on. safety depending on the extent of the laminer-defects and the stress on the steel in application.

The American Welding Society Code recognizes such significance by establishing limitations on permissible extent of such defects based on their aggregate area and in requiring the mapping of the extent of such defects through the use of such techniques as ultrasonic examination.

-i-

In critical applications such as nuclear station containment shell plate, the risks involved in lamellar tearing are*

particularly significant.

Efforts to cope with and resolve this

. problem should be studied and developed.

Experience provides evidence of the effects of laminer discontinuities causing failure of steel plate in service.

Mr.

Kent is informed that during a test firing of the naval deck gun on a ship at Todd Shipyards in Seattle, Washington some years ago, an undetected four foot diameter lamination failed in a seven foot diameter gun mount plate.

When the gun was fired, the recoil of the gun tore the plate along the laminer plane causing the gun to move rapidly.across the deck.

Another example came to Kent's attention as a QC engineer for Western Precipitation Division of Joy Manufacturing Company.

.There a lamination, as typical, was evaluated as being in the horizontal plane, but as will often happen, sudden stress triggered migration to'the Z or through thickness direction, causing a crack to run to.the outer surface producing a failure of a hopper baffle plate.

Upon such impact loading, the vertical

-hangers tore off.

The hopper-fell some distance upon a bridge

crane in this steel mi11.

The crane was in the process of hoisting and moving a partially filled ladle of molten steel.

' This laminer failure caused extensive property damage although, fortunately, no less of life.

In order to effectively deal with the possible lamellar tearing of steel plate, all efforts should be put forth to identify any objectionable lamination, and appropriate steps L

should be taken correct this condition, particularly, steps should be taken to avoid undue loading of plate with possible laminer defects in the through thickness direction.

In many applications, through-plate connections are employed instead of surface welded attachments in order to minimize tearing loads.

Witness Kent would express the opinion that the presence of laminer defects in the Catawba containment plate and penetrations is of potential safety significance.

Further, he would recommend that components with extensive laminer defects such as the penetration sleeve identified by Welder Sam Nunn be replaced with sound metal instead of subjecting them to extensive welded repairs.

Portions of technical papers and codes are attached hereto as Exbibits.

i.

L

EERMIE' b

l< i Er. E. Earl rent

( 714 ) 8W8 - 8064 9009 Spruce Court Cyprese, Cal. 90630 U. S. Passport ( Current )

Titla : Soniar Ous11ty control Engineer ( Ehelear Welding )

W ' 17 years : In h*=ering ( Welding, Quality, construetion )

11 years In Welding ( Instructor, Inspectar, Welder )

11 years : In A & E offices ( Job Captain. Designer, Checker, etc. )

Experience :

Sr. Q.C'. hf naar, Ebchtel Poegr Corp., six nuclear power units.

Associate, Construction Engineering, !!crth American Av., Downey, Calif.

Welding 1'echnical Supervisor, Fluor Caribbean, Anusy Refinery, Tenesusla, S./

Welding Specialist, Kirk-Mayer Inc., Ios Angeles, Calif.

Welding Engineer, Fluar h d== ors & Coneructors, Irvine, Calif.

Welding Instructor, U. S. Navy U. S. Civil Eervice :

4 Cerritos Colle e Ca Code Applications hPaer, 3tcEtel Power Corp., Ice Angeles Power diffslon.l.

l Assistant To The Chief Engineer, Victor Equipcent Co.,14 Embra ( L, A.) Cal. l 3r. Welding Nf==er, Litton Industries AMED, Culver City, Calif.

i Sr. Structural Draftenan, Holnes & Narver Inc., les Angeles, Calif.

Welding hf==or, Litton Industries IAMP, Pascagoula, Miss.

Welding Journeyman, Cocbination U. S. Civil Service, Fort Buenene C

, Toy 2fg. Co., Los Angeles, Ca b al.

Quality Control h"1aaer, W. 7. 317 Structural Job Captain, Austin Engineers Irvine Quality Assurance Engir.ser, W. F. Div., doy Efg. do. Calif.

, D. A., Calif..

Structural Irawing Checker, Daniel Kann Johnson & Mendenhall, L.

A., Cal.

Field Welding Inspectar, Noyle Wr==ering Corp., Dieser Intertie Pipeline.

Field Welding Inspector Ace Designing Co.

Cerritos, Calif.

Welding Author, since lh61. Most recent books :

" Welding Structurni Steels ", I 3 F N' O-918782-01-5

" Structural Steels ", I 5 I F o-918782- 02-3 Engineering Aide of Southern Calif.

Professional Affiliations : Universitkociety for Quality Co'ntrolPoint Mugu, Calif.

American l

Inventions,~ Copyrights, Publications, Awards ( for suggestions ), etc.

Education Etnolear Quality Cbatrol

0. J. 7.

Nechtel Power Cor l

( Certified Level II, PT, VE, 2dE, S;Tf-TC-1A ) p.

Quality Engineering ocurse, Calif. State Uhiversity, Farthridge, Calif.

Structural h=4nmering oo.ame,

I. C. 5., Sersaton, 7m.

Nodern Supervision course,

I. C. 3., Scrantan, Pa.

Thohniques of Teaching course, Calif. State Eberd of Education 7ttysical Sciences ocurse, Tentura Frentag Collego, Yentura, Calif.

Psychology & Life course, Ventura Evenizg Collego, Yhntura, Calif.

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Elueprint Reading course, Azined Parces Institute, Konolulu, Fawaii Industrial Plastics course, A. F. I., Ibnolulu, BAwaii Electric Telding course, T. T. A., Houston,

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FxHiBrf 6 AWS D1.1-Rev 2-77 i

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1977 Revisions to r

i Structural Welding Code

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Third Edition of AWS DI.1-75 p

h Supersed.ing 1972 Edition of AWS DI.1-72 and 1973 Revisions to AWS Dl.1-Rev-1-73 1974 Revisions to AWS DI.1 Rev-2-74 Prepared by AWS Structural Welding Committee Under the Direction of AWS Technical Activities Committee t

Approved by AWS Board of Directors, May 6,1977 i

p AMERICAN WELDING SOCIETY, INC.

2501 N.W. 7th Street, Miami, Fla. 33125 4

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3. Workmanship 3.1 General terial up ro 4 in. (102 mm) thick and 2000n in. (50nm) for mateiial 4 n. io 8 in. (203 mm) thick, with the 3.1.1 All applicabic paragraphs of this section shall be following exception: the end. of members not subject observed in the production and inspection of welded to calculated stress at the ends shall meet the surface assemblics and structures produced by any of the roughnest value of 2000 in. Roughness ex-processes acceptable under this code, ceeding these values and occasional notches or gouges 3.I.2 All welding and oxygen cutting equipment shall no more than 3/16 in. (4.8 mm) deep, on otherwise be so designed and manufactured and shall be in such satisfactory surfaces, shall be removed by machining condition as to enab.e qualified wc!ders, welding or grinding. Cut surfaces and edges shall be left free of operators, and tackers to follow the procedures and slag. Correction of discontinuities shall be faired to attain the results prescribed elsewhere in this code.

the oxygen cut surfaces with a slope not exceeding one in ten. In oxygen cut ed 3.13 Welding shall not be done when the ambient gouges less than 7/16 in. (ges, occasional notches or 11.1 mm) deep in material temperature is lower than 0 *F (-18 *C)(see 4.2) when up to 4 in. thick, or less than 5/8 in. (15.9 mm) deep in surfaces are wet or exposed to rain, snow, or high material oser 4 in. thick may, with the approval of the wind; or when welders are exposed to inclement con.

Engineer, be repaired by welding. Other discon-

ditions, tinuities in oxygen cut edges shall not be repaired by 3.1.4 The sizes and lengths of welds shall be no less welding. Any approved weld repairs shall be m de by than those specified by design requirements and detail Ii) suitably preparing the discontinuity, (2) welding Q

drawings, nor shall they be substantially in excess of with low hydrogen electrodes not exceeding 5/32 in.

those requirements without approval. The locatior, of (4 0 mm) diameter, (3) observing the applicable re-welds shall not be changed without approval.

quirements of 4.9 and 4.10 and (4) gr;nding the com-pleted weld smooth and flush (see 3.6.3) with the adja-cent surface to produce a workmanlike finish.

3.2 Preparation of Base Metal 3.23 Visual inspection and Repair of Plate Cut Edges' 3.2.1 Surfaces and edges to be welded shall be smooth, uniform, and free from fins, tears, cracks, 3.23.1 in the repair and determination oflimits of and other discontinuities which would adversely affect internal discontinuities visually observed on sheared the quality or strength of the weld. Surfaces to be or oxygen eut edges and caused by entrapped slag or welded and surfaces adjacent to a weld shall also be refractory inclusions, deoxidation products, gas free from loose or thick scale, slag, rust, moisture, pockets, or blow holes, the amount of metal removed shall be the minimum necessary to remove the discon-grease and other foreign material that would prevent tinuity or to determine that the permissible limit is not proper welding or produce objectionable fumes. Mill-scale that can withstand vigorous wire brushing, a thin exceeded. Plate edges may exist at any angle with rust-inhibi;ive coating, or antispatter compound may respect to the rolling direction. All repairs of discon-remain *vith the following exception: for girders, all tinuities by welding shall conform to the applicable J,

provisions of this code.

mill scale shall be removed from the surfaces on which 3.2.3.2 The limits of acceptability and the repair of i

llange to-web welds are to be made by submerged visually observed edge discontinuities shall be in ae-are weldm; or by shielded metal are welding with Mw hydrogen electrodes.

cordance with Table 3.23,in which the length of dis-continuity is the visible long dimension on the plate 3.2.2 in all oxygen cutting, the cutting flame shall be Cut edge and the depth is the distance that the discon-so adjusted and manipulated as to avoid cutting tmuity extends mto the plate from the cut edge.

/

beyond (inside) the prescribed lines. The soughness of 3.233 For discontinuities over I in. (25.4 mm) in oxygen cut surfaces shall'be no greater than that de.

length with depth greater than I in., discovered by fined by the American National Standards Institute visual m, spection of pl.ite cut edges before welding or surface roughness value* of 1000 in. (25 m) for ma-D

'The requirements of 3 2 3 are not applicable in cases of stress

' ANSI IH6.1 Surfaec Teuure. in rmcroinches (pin.)

apphed through the ihickness of the materut.

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.___ m - - = -w -

__x 22/ STRUCTURAL WELDING CODE Table 3.2.3-Limits on acceptability and the repair of cut-edge discontinuities of plate Description of discontinuity Plate repair required Any discontinuity I in. (25.4 mm)in None - need not be explored Ic.1gth or less Any discontinuit) over i in. (25.4 mm) in None, but the depth should be length and 1/N in. (3.2 mm) maximum depth explored

• Any discontinuity over I in. (25.4 mm)in Remose, need not meld length with depth over i/8 in. (3.2 mm) but not greater than 1/4 in. (6.4 mm)

Any discontinuity oser I in.(25.4 mm)in Completely remove and weld.

length uith depth over 1/4 in. (6 4 mm) but not Aggregate length of w ciding shall greater than I in.

not esceed 20 percent of the length of the plate edge being repaired Any discontinuity user I in. (25.4 mm)in See 3.2.3.3 length with depth greater than I in.

'A spot check of ten percent of the dacontinuities on the on>3en-cut edge in queshon should be explored by grindmg to determme depth IIthe deptr of any one of the disantmaities captored esteeds 1/16 in. (3 2 mm) thea all of the daconimuitie, remammg on that edge shall be esplorcJ by gr dmg to descrmme depth if none of the dncontmumes emplored m abe ten percent spot 6 heck hase a depth cieccdeg t/s m t3 2 mrn). thcn the tcmamder of the diwontmumen un th.at ed e aced not be esplored d

during examination of welded joints by radiographic or ultrasonic testing, the following procedures should he followed:

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(1) Where discontinuities, such as (W), (X), or (Y) iri Fig. 3.2.3.3 are observed prior to comp!cting the

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joint, the size and shape of the disco itic@.y shall be determined by ultrasonic inspection. The area of the 9[

discontinuity shall be determined as the area of total loss of back re!hetion, when tested in accordance with

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re* # g the procedures of ASTM A435.

(2) For acceptance, the area of the discontinuity (or the aggregate area of multiple discontinuities) shall All dimonsions in inches.

not exceed four percent of the plate area (length x width) with the following exception: If the width of the Fig. 3.2.3.3-Edge discontinuities in cut plate.

discontinuity, or the aggiegate width of discontinuities on any transverse section, as measured perpendicular to the plate length, exceeds 20 percent of the plate (25.4 mm) or more away from the face of the weld, as width, the four percent plate area shall be reduced by measured on the plate surface, no repair of the discon-the percentage amount of the width exceeding 20 per-tinuity is required. If the discontinuity (Z)is less than cent. (For example, if a discontinuity is 30 percent of I in. away from the fr.cc of the weld, it shall be gouged the plate width, the area of discontinuity cannot ex-out to a distance of 1 in. from the fusion zone of the cced 3.6 percent of the plate area.) The discontinuity weld by chipping, air carbon are gouging, or grinding.

on the cut edge of the plate shall be gouged out to a It shall then be blocked off by welding with the shield-depth of 1 in. (25.4 mm) beyond its intersection with ed metal arc process for at least four layers not ex-the surface by chipping, air carbon are gouging, or ceeding 1/8 in. (3.2 mm)in ihickness per layer. Sub-grinding, and blocked off by welding with the shielded merged are or other welding process may be used for metal are process in la3ers not exceeding 1/8 in.

the remaining layers.

(3.2 mm) in thickness.

(4) If the area of the discontinuity (W),(X),(Y),or (3) If a discontinuity, (Z), not exceeding the (Z) exceeds the allowable in 3.2.3.3(2), the plate or allowable area in 3.2.3.3(2), is discovered after the subcomponent shall be rejected and replaced, or d

joint has been completed and is determined to be I in.

repaired at the discretion of the Engineer.

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Workminthip/23 (5) Ene aggregate length of weld repair shall not ex-

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coed 20 percent of the length of the plate edge without exceed 3/16 in. (4.8 mm) except in cases involving

- approval of the Enginaer.

rolled shapes or plates 3 in. (76.2 mm) or greater in thickncss when after straightening and in assembly (6) All repairs shall 'oe in accordance with this code.

the gap cannot be closed,, sufficiently to meet this Gouging of the discontinuity may be done from either to!crance. In such cases a maximum gap of 5/16 in.

plate surface or edge.

(8.0 mm) is applicable provided a scaling weld or suit-M 4 Reentrant corners, except for the corners of able backing material' is used to prevent melting.

thru and the final weld meets the weld access cepe holes adjacent to a flange, shall be filleted to a radius of no less than 1/2 in. (12.7 mm) for

?ffective throat. Tolerances for bearm, requirements fo g jomts shall be buildings and subular structures and 3/4 in. (19.0 mm) in acc rdance with the applicable contract spec-

' for bridges. The fillet and its adjacent cuts shall meet

IIC"II "-

without offset or cutting past the point of tangency.

3.3.3 Abutting parts to be joined by butt welds shall 3.2.5 Machining, air carbon arc cutting, oxygen cut.

be carefully aligned. Where the parts are effectively sing, oxygen gouging, chipping, or grinding may be restrained aga,nst bending due to eccentricity m ahgn-i used for joint preparation, back gouging, or :he ment, an offset not exceeding 10 perce,nt of the removal of unacceptable work or metal except that thickness of the thinner part joined, but in no case oxygen gouging shall not be used on quenched and more than 1/8 m,. (3.2 mm) may be permitted as a tempered steel.

departure from the theoretical alignment. In correc.

ting misalignment m such cases, the parts shall not be 3.2.6 Edges of built up beam and girder webs shall be drawn in to a greater slope than 1/2 in. (12.7 mm) in 12

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cut to the prescribed camber with suitable allowance in. (304 mm). Measurement of offset shall be based for shrinkage due to cutting and welding. However, upon center line of parts unless otherwise shown on moderete variation from the specified camber toler-the drawing.

ance may be corrected by a carefully supervised sp-plication of heat.

3.3.4 With the exclusion of electroslag and electrogas welding, and with the exception of 3.3.4.1 for root 3.2.7 Corrections of errors in camber of quenched openings in excess of those permitted in the table and tempered steel must be given prior approval by below, and illustrated in Fig. 3.3.4, the dimensions of the the Engineer, 3

-f cross section of the groove welded joints which vary from y

those shown on the detail drawings by more than the following tolerances shall be referred to the Engineer for approval or correction:

3.3 Assembly Root not Root 3.3.1 The parts to be joined by fillet welds shall be soused' goused brought into as close contact as practicable. The gap in~

mm in.

mm between parts shall normally not exceed 3/16 in. (4.8 mm), except in cases involving shapes or plates 3 in.

(1) Root faceofjoint

+1/16 1.6 Not limited (76.2 mm) or greater in thickness if, after straighten-II (2) Root openingofjoints ~ /16 1.6 + 1/16 1.6 ing'and m assembly, the gap cannot be closed suf-without steel backing

-l/8 3.2 ficiently to meet this tolerance, in such cases a max-Root opening ofjoints +1/4 6.4 Not imum gap of 5/16 in. (8.0 mm)is acceptable provided with steel backing

-l/16 1.6 applicable a scaling weld or suitable backing material' is used to (3) Groove angle ofjoint + 10 deg

+ 10 deg prevent melting ~ thru. If the separation is 1/16 in. (1.6

- 5 deg

- 5 des mm) or greater, the leg of the fillet weld shall be in-creased by the amount of the separation or the con.

3.3.4.1 Root openings wider than inose permitted tractor shall demonstrate that the required effective in 3.3.4, but not greater than twice the thickness of the throat has been obtained.

thirner part or 3/4 in. (19 mm), whichever is less, may The separation between faying surfaces oflapjoints be corrected by welding to acceptable dimensions

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and of butt welds landing.on a backing shall not ex-Prior to joining the parts by welding. Root openings i.

. coed I/16 in. The use of fillers is prohibited except as larger than the above may be corrected by welding l

specified on the drawings or as specially approved by only with the approval of the Engineer.

the Engineer and made in accordance with 2.4.

'aw s se p emt meltins thru may be or flex. stess tape. iron 3.3.2 The parts to be j..oined by partial j.. t penetra-powder or similar materials; by means of shielded metal are welding oin root posses deposited with low-hydrogen electrodes, or other arc tron groove welds parallel to the length of the member, weiding processes.

1 bearing joints excepted, shall be brought into as close contact as practicable. The gap between parts shall not

,see 10.13.1.1(n for tolerances for complete joint penetration tabular stoo's welds made from one side without boekins.

s 1976 Revisions L

1977 Revisions L

~

j

_ _s.m -

.104 l Structum! DYelding Code f

10.5 Limitations on the Strength of for higher strength lc

-Welded Tubular Connections ~

occasiona3 mor cross-thickness.p,roperties of strue.

[-

pmcuar Tearinginmcognition ofJhe..._

10.5.1 Local Shear: Where a tubular T, Y, or

• Tural plate, tensi e stress m the through-thicGess diree-

,K connection is made by simp! u welding the t

3 ion snait,3;,,cEe'dl2Wksi, regardiess of specified '

branch member to the main member, local shear

cIU strength. T'he use of

}i6minciallic inclusions in ll% plate with kno on a potential. failure smface ihmugh the mam i

critical joint area shall member wall may limit the usable strength of the be' avoided.

"~~

wehled joint, as indicated in Fig.10.5.1. The shear

. stress at which such failure occurs depends not only increased Unit stress

~

on1he strength of the mam member steel, but also on the geometry of the joint, partienlarly the radius-to-Where the applicable design specification permits thickness ratio of the main member. The connection the use of increased unit stresses in the base metal shall be proportioned so that the punching shear for 'any reason, a correspondmg increase sha!! be stress on the potential failure surface - determined applied to the nllowable unit stresses In; rem execpt by dividing the component of the branch member for fatigue.

load which is perpendicular to the main member

.nxis, by the shear area as defined in 10.8.3 - does 10.7 Fatigue not exceed the allowah!e shear stress specified in the applicable de;ign specdication, nor v,, where 10.7.1 Fatigue, as used herein, is defined as the damage that may result in frac'.ac after a sulii-p' Allowable v, =

cient number of fluctuation = of stress. Stress range 03 (/ R) "3

~

is defined as the peak-to-trough magnitude of these t/

!!uctuations. In the case' of stress reversal, stress F, = the speciIied minimum yield strength (psi)

'3"EC shall be computed as the numerical sum (al-t of the main member steel, but not more gebnn.e yerence) of maxunum repeated tensile and than M the tensile strength emnpremve stresses, or the sum of shearing stresses

%/

R = the radius of the main member,in.

"I"PP" site dyection at a given point, resu: ting from a'

t = the thicknew of the main member, in.

changing condmons of load.

(v, is a conservative representatism of the average.

10.7.2 In the de, sign of members and connee-shear stress at failure in static tests of simple wclded tions subject to repeated variations in live load stre>s, tubular connections including a factor of safety of consideration shall be given to the number of stress

11) For calculated punching shear see Fig.10.5.1.

cyc!cs, the expected range of stress, and type and lo-10.5.2 General Collap.se: Strength and stability I canon of member or detail.

103.3 De type and locan.on of matedal sM of the main member in a tubular connection act-be categorized as shown,, fable 10.7.3.[Nt/ )

m ing as a cylindrical shell (and any re:nforcement) should be investigated using available technology in 10.7.4 It is recommended that where the ap-acco: dance with the applicable desien code.

plicabic design specification has a fatigue require-

' ment, the maximum stress shall not exceed the basic 10.5.3 Un'even Ib.tribut.mn of I.oad: Due to dif-allowabic stress provided elsewhere, and the range

.ferences in the retaine flexibiliues of the mam mem-of 4 tress at a given number of cycles shall not ex-her loaded normal to its surfaec and the branch' cecd the values given in Fig.10.7.4. [/./r@

member-carryine membrane strepses parallel to its e mcmase m allow. ble stress pro-surface.1.insfer'of load acros's the wcid is hiehly a

vided m/ 10.6 should not apply to the stress range nonunifmm, and local yiehling can be expected'be-n s used in fangue fore the connectitm reaches its design load. To pre-vent progressive failure of the weld and insure due.

10.7.4.2 Where the fatigue environment involves

. tile behavior of the joint, the minimum welds pro.

stress ranges of varying magnitude and varying nom-

vided in' simple T, Y, or K connections shall be bers of applications,.the cumulative fati.ue damare capable of developing, at their ultimate breaking ratio D, summed ovci all the various loads, should strength, the lesser of brace member yield strength not execed unity, where or v, on the main member shear area. The' ultimate DY-

, breaking strength of tillet welds andhartialyenetra,

~N Jion groove wc[ds shall be computed at 2.67 times n = number of cyc!cs applied at a given stress the 6asic allowable stress for 60 and 70 ksi tensile range v

strength ami at 2.21 times the basic allowabic stress N = number of cycles for which the given stress no mmi. oe.

range would be allowed in-Fig.10.7.4 1

' M_nMLW.L % m d O d td m h w w a G M.m a. Ys n. e.. L. M T'L f

f l

h

/

r Allowable Unit Stresses /l17

,. g V, t.II,, where Zl,, is the sum of the actual weld member carrying membrane stresses parallel to its lengths for all braces in contact with the main

member, surface, traasfer oflaad across the weld is highly 33,-

uniform, and localyielJi.ngedT>e egeyted before the (3) The overlap shall preferably be proportioned connection reaches its design. lo.ad. To present for at least 50 percent of the acting P. In no case progrewive failure of the weld and insure ductile 1

shall the br.meh member wall thickness exceed the behavior of the joint, the minimum welds provided in main member wall thicknew.

simple T, Y., or K-connections shall be capable of (4) Where the hranch members carry substantially deseloping, at their ultimate breaking strength, the thfferent loads or one branch member i> thicker than fewer of the brace member >ield strength or local the other, or both, the heavier branch member shall strength (punching shear or web crippling)of the main preferably he the through member with its full cir-member."

cumference welded to the main :nember.

10.5.3.1 This requirement may be presumed to he f

10.5.l.6 Flared connections and tube size tran-met by the prequalified joint details of Fig >L 10.13.1.1 sitions not excepted below shall be checked for local and 10.13.I.2 when matching materials (Table 4.1.1) strenes caused by the change in direction (a ngle T ) at are usedf the transition, using the following assumptions:

Unbalanced radial line load Q = t(f, + f,,) tan T In.5..t I.aminations and I.amellar_ Tearing. Where 0

tubular joints, introduce. through thicknc>5, stresses, Acting V' =

the anisotropy of the maters.d and the possibility of s

21 ba>e metal separation should be recognized durmg Allowable V,, = Q, x (basic,V,.) where t is the Dolh.de%n uno f abrication.

thickne>> of the member and other terms are as de-fined in 10.5.1.

lacepison:

10,6 Increased Unit Stresses circular tubes having D/t less than 30 Where the applicable design specifications permit the hos sections having D/t less than 20 And use ofincreased unit ;trenes in the base metal for any reason, a corre:,ponding increase shall be applied to transition slope is less than 1 : 21/2 the allowable unit strenes given herein, escept for Note: + is the supplementary angle to the local fatigue. The allowable stre>>cs given herein are consis-dihedral angle + ; see Fig.10.l.2(k).

tent with a nominal base metal working sitess of 93 p,,

10.5.1.7 For critical connections whose sole failure would he catastrophie, or for architectural applications wnere locah, zed deformat,ons m the con-10.7 Fatigtie i

nections would be objectionable, it is recommended that allowable punehmg shear stresses given in the 10.7.1 Fatigue, as used herein, is defined as the foregoing sections of 10.5.1 should be reduced by one-damage that may re> ult in fracture after a suf-third, except where higher loads are justiGed by tests.

neient number of strew fluctuations. Stress range is defined as the peak.to. trough magnitude of these flue-10.5.2 General Collapse. Strength and stability of the tuations, in the case of stress reversal, stress range main member in a tubular connection acting as a shall be computed as the numerical sum (algebraic cylindrical shell(and any reinforcement) should be in.

difference) of maximum repeated tensile and com-vestigated using available technology in accordance prewise strenes, or the sum ol shearing stresses of op-with the applicable design code.

posite direction at a given point, resuhing from chang-10.5.2.1 General collapse is particularly severe in ing conditions of load.

crow connections and connections subjected to crushing loads (see Fig.10.1.2j). Such connections 10.7.2 in the wign or members and connections sub-may be reinforced by increasing the main member ject to repeateu variations m live load stress, con-thickness, or by the use of diaphragms, rings, or sideration shall be given io Ihe number of stress cycles, collars.

the expected range of stress, and type and location of 10.5.2.2 For K connections in which the main nienihet or detail.

member thleknew required to meet the local shear provisions of 10.5.1 estends at least D/4 heyond the connecting branch member welds, general collJpse need not be checked.

"lhe uhnnate breaking strength of GHet welds and parti.i! joint penor.nion groo.c waa, shah bc soinputcJ.n 2 fi7 t:enes nis basis 10,5.3 llncien Dhtrihuelon of I.osd. Due to allonable strew ror ou be t414 fLil al or 7u Li

,ny,.g,,n,a,n 3 y nn,,, g,, n,,',,,,noung,(4M i hina) tenule

,V differences in the tcl.itive flexibilities of the main

,,,,,, n,, n,,.nc,

member loaded normal to its surface and the branch susnph te a, lhe uin.n.as punanng shear shan he uken.is i n innes she aHoaable v or m 5 L c

Lc-uqaggw...ppNn

' CONSTRUCTION DEPARTMENT J ?

6-PROJECT CM n'ba l

i 0 CMETED USHRC CONSTRUCTION PROCEDURE.

SERIAL NuvYtR #9 46Bb M TITLE:

I REPAIR OF LAMINATIONS IN CONTAINMENT PLATE i

QA REQUIRED 2YES ONO CONOITION 1

ANNUAL REVIEW REQUIRED @ YES C NO REQUIRED REOutRED NUMBER REOulRED DISTRIBUTION, NUM5ER REQUIRED DISTRIBUTION OF COPIES OF COPIES 1

CONSTRUCTION M ANAGSR l

1 SUPV TECH *!VIL L AYOUT SUDERVISOR i

! suav. TECH-MECHANIC AL CONST ENGINEER -CIVIL l

1

SU*V TECH-WELDING I

CONSI ENGINEE R - MECHAN! CAL l

l SUPV. TECH-N D E

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CONST. ENGINEER -WELDING l

l SUPV. TECH-ELE CT =iC AL ANS INS-CONST. ENGIN EER-S YSTEMS l

l SU AV. Tech.- M ATER; AL CONST ENOINEER-ELECTRICAL l

l CONST. ENGINEER-INSTRUuENTATION i

l

'I h O. A E NGIN EE R - ME *H., W EL D.. N D E I

I C. A ENGINEE n -CIVIL, ELEC. INST

' NUCLE A R PRONCDON Q*Caf C** ** C L Ltt rACILti:E! E *J GINE ER DE S t O N ENGINE E RIN G C

.0*Ma'*C..tt PLANNING AND SCHEOULING ENGINEER ORictuAL DCCUMENT CONTROL RECORD COPY-WORK Ap* ROVED DAT E PREPAM D BY DAT HEVIEWED BY-DAT E APPROVED Bf DATE C. A APPROVAL OATE O

O DEG 10-12-76 ECV 10-12 ~ 6 DLF 10-13 6

JW 10 ?E I

DEG 12-20-76 ECV 12-20-76 DGE 12-20'$6 JW 12 7f 2

DEG 2-15-77 RSM 2-15-7I DLF 2-17-77 EEP 2-23-77 3

DEG 3-7-77 RSM 3-7-77 DLF l3-7-77 l EEP

'3-7-77 4

EEP 17-21-78 RSM i-21-76 DLF 7-24-7N RPR 7-24-73 5-TMM 7-13-83 WER 7 13 83 TBB 7-14-83 JCS 7-14-S3

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AdOO OBT1081NOONni53 "6 Dur,E POWER COMPANY CONSTRUCTION DEPARTMENT CATAWBA NUCLEAR STATION Construction Procedure 88 i

I Repair of Laminar-Type Indications in Containment Plate a

f I

Laminar-type indications greater than 1" in length discovered during normal cleanup and erection on containment plate edges shall be repaired by grinding a groove into the laminar-type indication to a depth of 3/8 inch or the depth of indicetion, whichever is less.

Other laminar-type Indications determined by the welding craft to be a potential welding i

problem may also be ground.

This groove shall enen be weld repaired in J

accordance with Field Weld Data Sheet L-353 and/or L-551.

No NDE is

'f required to be performed either before or af ter welding.

The repair j

shall be documented on the appropriate Form M-1SA.

h When a laminar-type defect is suspected to be the cause of an RT lj indication outside of the weld, and no laminar-type indication was discovered prior to welding, the radiographic inspector interpreting i

the radiograph shall r' quest that tne entire area in question on the e

adjacent base metal be ultrasonically examined for laminar indications In accordance wi th NDE Procedure NDE-41.

The location and extent of the l6 indication will be mapped, and a tracing of the area shall be made showing location and extent of the indication, edges of the weld, radiographic location markers, and other features which are used for locating the area in question.

If the indication is seen on the radiograph, in or along the edge of Indicated area, as shown by the tracing of the laminar-type indication 6

on the radiographic film, the interpreter may accept the radiograph, if It can be determined that the indication is in fact along the edge of the l

laminar-type indication.

The radiograph shall be evaluated by a person certified as a Level ll or Level lil radiographic inspector in accordance f

with NDE Procedure NDE-B.

q Acceptances for laminar-type indi' cations shall be in accordance with NDE 7

Procedure NDE-22 Appendix "H" (b) a'nd NDE 30 Appendix "N".

Lamina r-type indications are acceptable without repair if they do not exceed 1 inch In length. The extent of all laminar-type indications exceeding 1 inch In length shall be determined by ultrasonic examination.

Indications exceeding 1 inch in length shall be repaired by welding to a depth of 3/8 inch or the depth of the indication, whichever is less, unless the ultra-sonic extrination reveals that additional depth or repair is required to k

meet the ultrasonic examination requirements for the product form.

-- NOllonB1SNOOBOd10N

v. - u n,.

'~

AdOO OBT1081NOONnElg"!'l " 6 4

The QC Inspector will verify th,e repair by initialing the "vis al U

pass" blank on u

root the appropriate M-19A, MT these areas to insure that indications a e completely scaled and finish the weld in accordance with the the proper procedures.

a

,1 M-19A.

For any additional comments use the back of the NOTE:

This procedure is being reinstated from deletion.

There are no 13 changes.

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v RECEIVED MG-83-562 November 28, 1983 EV 2 9 '03 CAi!.WEA 12 CCNsTRUCTioN DEP.

"PROfNGR "YM'un

~

WAN M C J. C. Rogers, Project Manager

$.[73]+ wad Catawba Nuclear Station - Construction Department

,y m i u ct t' W Re: Catawba Unit 2 FA A -

NCI - 17.511. undocumented Weld Repair File:

CN{1206.0)03 i.n: n ce.m A.;. 1::.n u.:N

~ ~

The subject NCI covers weld repair of a vendor weld on an "t" s Eamped ~ ~

component without appropriate documentation. The weld in question is a 3/16" fillet weld attaching a 3/8" thick ring to a pressure boundary part which is over 1/2" thick.

After careful review of this matter and discussion with Q.A. Technical Services, we feel that Design Engineering has little to offer toward the resolution of this NCI.

Some of the factors considered in reaching this conclusion are as follows:

1.

The weld in question was subjected to PT by the manufacturer and passed.

2.

The small size of the weld in relationship to the thickness of the parts being joined would make a pinhole insignificant.

'3.

There is no longer anything for Design Engineering to look at or evaluate.

4.

The major aspect of this appears.to be the procedural violations.

Based on these factors, we are returning the Record Copy of the Q-1A and Q-1D to Construct' ion Q.A. for disposition or reassignment.

Please advise if further input is required by Design Engineering.

5. K. Blackley, Jr., Chief Engineer Mechanical & Nucle'er. Division l

0 l

By:

R. L. Williams, Analytical Engineer II RLW/cis cc:

J. C. Shropshire w/ Record Copy Q-1 A & Q-1D W. O. Henry w/ copy Q-1 A

5. 5. Lefler J. K. Berry E. Smith (Note Transfer) l l

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NG.83-576 December,9,1983 J. C. Rogers, Project Manager

-Constructioh Department Re: Catawba Nuclear Station - Uni.ts.1 and 2 Nechanical Penetrations

~

Penetration IM221 File: CN-1206.00-03 By this letter we approve and authorize Construction to grind out and remake the vendor weld between the shroud and shroud support ring of penetration 1N221. All work shall be performad in accordance with procedure F-10 and ASME Section III 1974 Edition including Sumer '74 Addenda.

After weld has been removed, these areas shall be examined by PT or MT.

Weld shall be remade in ac'cordance with Weld 7 of drawing chm-1205.00-0137 Completed weld shall be examined by PT or MT.

6-S. K. Blackley, Jr., Chief Engineer I-Mechanical & Nuclear Division

(({

By:

5. 5. Lefle,r, Jr,.; De' sign Engineer !

SSL/cis R.L.hfilliams cc:

I. O. Henry

. L. Dick e

e b

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I I

2571,1(R4 83)

Form 01D R e <.1 DUKE POWER COMPANY PROJECT M BA UNIT 01 03 REPORTA81LITY EVALUATION REQUEST NOV171983 DAIJrY- & si.b uJG TO:

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Ys*-63 Individual (if Known)

/ Department REF: NCl

/7 S//

(Copy of NCl attached)

(Provide No. or N/A)

DNC (Copy of DNC attached)

You are requested to review the attached NCl or DNC for potential reportability in accordance with 10CFR 21 and 50.55(e). This form shall be returned to sending location for filing with referenced NCI or DNC.

A.

10CF R 50.55(e) Evaluation - [ Answer to questions 1,2,and 3 must be yes for item to be POTENTI ALLY reportable under 10CFR 50.55(e)].

1. Problem possibly represents a Deficiency of one of the following:

[Yes O No O Breakdown in OA Program O Deficiency in Final Des!gn IDeficiency in Construction O Deviation from Perf. Specs.

2. Problem may be significant:

O Yes do

3. If not corrected,it may adversely affect safety of Operation:

O Yes

[!TNo

" 8.

10CFR 21 Evaluation - [ Answer to question 4.gr 5 must be yes for item to be POTENTIALLY report:ble O

under 10CFR 21].

4. Problem may be a defect in a Basic Component:

Oyes Ef o t

g

5. Problem may be a failure to comply with the L

Atomic Energy Act of 1954, as amended, or J

any applicable rule, regulation, order, or license of the NRC relatira to a substational

(!'INo safety hazard:

Oyes P:tentially reportable under 10CFR 21/50.55(e):

Oyes (l.f yes, prepare Form 290.1) 16No

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7.sereby certify the required Regulatory Evaluation has been performed in accordance with Duke's QA Program.

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Printec *ia w DesiFr.ated tat. c.o @ --ataro I

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PA Exh. 6G March 19,1976 MEMO TO QA VENDOR FILES Re:

Catawba Nuclear Station Containment Liner Plate Newport News Industrial Corporation Newport News, Virginia

Purpose:

A quality assurance survelliance visit was made to Newport News industrial Corporation on March 12, 1976, to discuss the large number of nonconformity reports submitted by Newport News industrial Corooration for Duke's acceptance and to express the concern for the poor quality of weld preps on the material previously delivered to Catawba Nuclear Station.

Contacts:

Newport News industrial Corporation Dewey L. Stinson - Superintendent of Steel Fabrication Frank H. Beard - Manager of Manufacturing Les H. Harrison - Manaoer of Quality Assurance Dave B. Benson - Manager of Engineering Herb B. Knight - Vice President of Sales and Marketing Bob H. Lewis - Vice President of Engineering and. Manufacturing Duke Power Company J. R. Wells - Corporate Quality Assurance Manager J. p. Akers - Quality Assurance Department i

Report:

Numerous pictures had been made of the nonconforming material received at the job site and these pictures were presented to Newport News for comment.

These pictures were discussed in great detail so prevention of same deficiencies scould be avoided.

To insure this, Mr. Wells stated that Mr. Akers would inspect each load of material prior to. shipment until verification that the same problems had been resolved and confidence could be reestablished.

Newport News stated that they felt that.the tolerances on many dimensions were un realistic.. Mr. Wells asked that these dimensions be clearly defined and he would help ~to Initiate a meeting between Newport News industrial Corporation, l.

Duke's Design Engineering, Construction, and Quality Assurance to see if the l:

tolerances could be changed.

ms-A tour of the fabricating facilities was conducted by Mr. Frank Beard.

]

MEMO TO QA VENDORS FILE Newport News Industrial Corporation March 19, 1976 Page 2 Summary:

Duke will perform 100% final Inspection on al1 material being shipoed from Newport News Industrial Corporation and maintain rout!n: :urveillance on items in fabrication.

Duke's 0.uality Assurance Department will be notified wh:n the meeting with Newport News is held.

Reported by Date 3 /8

[

. P. Akers

' /

/

Approved by Date J. M. Curtis, QA Manager, Vendors JPA/cw Original to QA Vendor Files cc:

QA Engineering Fl"es D. A. Godfrey - Design Engineering r.,,, -. -.. -. - - -,,, -. - -

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This affidavi of H.S. Nunn is being served upon the parties by hand-delivery prior to Mr. Nunn's final review.

A notarized, corrected copy will be provided for replacement today, i

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AFFIDAVIT My_name is Howard Samuel Nunn, Jr.

This is the third affidavit'IhavesubmittedtotheNuclearRegulatorhCommission (NRC) in connection with concerns that I have about the Catawba Nuclear Station.

Previously, on November 19, 1983, I suomitted a 46 page affidavit to the NRC and the Atomic Safety and Licensing Board (Board) which detailed my 3 year experience at the Catawba plant.

On January 25, 1984, I submitted a supporting affi-davit to the Atomic Safety and Licensing Appeals Board (ALAB)

.as an attachment,to a reply brief filed by the Palmetto Alliance in their appeal for discovery against Duke and the NRC staff about my-concerns, and those raised by other witnesses.

The second affidavit notified the NRC that I no longer wished to be an "in camera", or secret witness because I wanted the public to know about the problems at Catawba, and to realize how little was being done to correct any of the problems that I have identified.

The purpose of this affidavit is to notify the Board that the NRC inspection reports which I received in December 83 and Jan 84 do not relieve my concerns.

• I-have_ reviewed the following 3 inspection reports, and read the summary interviews of'22 welders into the four concerns that the Board allowed in the hearing from my testimony.

Those issues are 1) foreman overrides, 2) bad "tig" wire, 3),laminations in the vendor welds, and the steel containment plant and 4) bad radiography.

i e

7

'The inspection reports I contain misleading and incom-plete information.

Although I have only had a brief time period to study the.IE reports, I have discovered numerous flaws in the inspections.

I believe that many of these flaws or in-adequacies could have been avoided had Mr. Economos of the Region II NRC Staff taken me on a walk-through of the areas of the plant that I had worked in.

Additionally, I was disappointed that the inspection team did not even bother to get back with me prior to issuance of a final ~ report.

Had they done so my comments and analysis could have been much more constructive.

For example, in IE Report'#83-53/83-40

, which deals with laminations there was no effort made by the NRC staff to comply

-with the scope or methodology of the NRC's inspection effort promised to me during my initial interview.

In the NRC interview, of which no summary has been provided to me, I explained to the NRC inspectors that the only accurate way to determine whether the entire piece of vendor pipe was rotten was to scrape the paint off of the open end of the pipe and take a PT test.

They assured me that that would be done.

Ms. Garde, who acco mpanied me to the NRC interview as my representative, also asked that further measures be taken to insure that the vendor weld that I worked on was not an isolated incident.

The NRC inspectors agredd to look at such things as heat number, batch' number, lot number, material receipt inspections, QC paperwork, and other relevant data to this weld--and other welds 1 IE Reports 50-413/83-36 and 50-414/83-31; 50-413/83-53 and

.50-414/83-40; and 50-413/84-03 and 50-414/84-03.

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. of the same type.

I had expected a lecitimate random sample of this type of weld would have been done.

This is very important because there was at least 15 -20 other occasions when I worked on other penetrations which radiographed out with the same type of linear defects as the pipe that I worked on for several months.

My reading of the NRC report indicates that they only did a paperwork review of the majority of my concerns, and that the hardware examinations that were conducted were limited to only the few specific examples that I could provide actual numbers and locations for.

I do not believe that this type of inspection effort tells a person anything at all, except to say that I was telling the truth.

My concerns are not about the welds and plates where I can identify the specific problems, but about all of the other places which I did not work and where other workers probably did not document or argue about their findings.

I believe that had the NRC arranged for a site tour of Catawba I could have provided many more specific examples of the type of poor quality workmanship that I am concerned about.

l I intend to prepare a more detailed analysis of these t

concerns and the NRC respons,e to them, and will submit that analysis to the Licensing Board soon.

I have read the foregoing three page affidavit and it is true, complete and correct to the best of my knowledge and belief.

Subscribed and sworn to before me this 30th day of January 1984.

Howard Samuel Nunn, Jr.

Notary Public My Commission expires

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UNCONTROLLED COR-L, etien reo:cem a c,'

NOT FOR CONSTRUCT 90W 10 Fast 3 6.

4.1 Honeycombed Concrete Af ter removal of concrete forrs, the surfaces of the concrete shall be inspected in accordance with M-2..

Honeycombed concrete is defined as areas where the concrete was not consclidated properly, thus leavin5 volds because the rertar did ret fill the space betwen the coarse aggregate particles.

V.wr. this condit Ion occurs, the honeycombed concrete shall be re. oved do - to sound concrete.

P repa ra t ion and deterrination cf the category the repair should fall in, shall be handled as fo11oss:

4.1;a Fre:aratien of Concrete for V.ich Repairs are Recuired -

Case i or it honeyco.t For all concrete determined to require repair, the de fective concrete /honeyco-. bed area shall be removed dom to sound concrete.

All edges of the area removed shall be visually close to perpendicular to the finish face or slightly c.dercut.

h'o fcthe r edges will be permitted.

All corners within the defective areas shall be rounded.

Surf ace Treparation may be acco plished using anechanical techniques as required.

Vr.enar. a rea to be repaired en tends through a wc 11 or bea.,

it er.ey be:ow necessary to fill the void f ro. both sides; the slope of the repair surfar.e shall be such as to facili- -

tale the repai r.

The outer layer of reinforcing bars in a section should not be Icf t partially exposed.

Vr.en rnre than one-fcurth the ci rcu-feren:e. cf these ext erior ba rs a re expose c', chipping should centinue until there is at least an inch cf clearance around the bars.

L.' hen rebars are in layers, expored interior f.

bars ma) have u; to 75 perce.t of their circu.fe rence exposed or shall be. full) exposed with at least an inch of clearance around the. The concrete a-d reinforcing bars which will

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receive the new replacement r.aterial shall be thoroughly cleaned.

Af ter chippin;, the Quality Assurance Structural Inspector will ceterrine the category coverning the repair.

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• A.1.b Case 4 Honeyco-1 Case I honeycomb is defined as those voids larger than one (1) cubic Inch but not included in Case 11.

Repair of these type defects may be repaired as soon as practical by the craf t.

4.1.c Case !! Honeyco-1 Case il honeyco-1 is defined as those veids described by the fc11owing criteria:

Beams if any void is over five inches (5") dee; and greate r than 100 square inches in surf a:e area.

L'a l l.s.

If the void depth is over one-third (1/3) the thickness of the wall and greater than six inches (6") in any cther

, direction, or if the void area is larger than 200 square inches in surface area and over five inches (5") dee:.

Columns If the void area is over five inches (5") deep ar.d greater than 100 square Inches in surface area.

Stabs if any void area is over five inches (5") c'a c; a-d greater than twenty-four (24") in both directio s, or if t he void area is over one-third (1/3) the thickness of the s lah and greater than six inches (6") in at.y other direct ion.

Case II honeyco-h shall be reported to Desigr. Engineering in i

accordance with Procedure Q-1.

The Civil and Enviren ental Division of Design Engineerin; will revh* each cf these areas and direct rethods of repa'ir or a;; rove recair ir. a:ccrdance with this pro:edure er. a case-by-case bas is.

4.2 Abandoned Drill Hole Keoair All abandoned Jrit! holes three (3) in:hes a-d less ir. dia eter shall be repaired.

A.

However, abandened drill holes greater tha- -Pree (3) inches in.

diameter or spalled areas that are the res.".t cf i.;reper anchor removal techniques shall be evaluated te ce ter-ine whether they fall into Category I er 11 Ho eyce-b sizec v-ics a-d repaired accordingly.

(See Se ction 1.1 ef this Fre:e.e e).