ML20082U585

Liner Attachment Welds Serviceability

ML20082U585
Person / Time
Site:	Comanche Peak
Issue date:	05/08/1991
From:	Aboujaoude C, Mani V, Ratiu M ASEA BROWN BOVERI, INC.
To:
Shared Package
ML20082U584	List: ML20082U585 TXX-9132, Forwards Rev 0 to Calculation 0218-SQ-0030, Liner Attachment Welds Serviceability, in Response to NRC Request for Addl Info Re 900115 FSAR Change Request 89-587,involving Adding Exception to Section 5523.1 of ASME-ACI 359 Document
References
0218-SQ-0030, 0218-SQ-0030-R00, 218-SQ-30, 218-SQ-30-R, NUDOCS 9109200244
Download: ML20082U585 (134)

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CALCULATION TITLE PAGE pAoE,ori PAGE1 TEXAS UT1UTIES ELECTRIC Co./ CPSES UNIT 2 g

CALCULATON TTTLE (Indicwdre d the Ob}ewre):

CALCULATCH CLASSinCATONS:

[3 CLASSIor N LINER ATTACHMENT WELDS SERVICEABILITY O W HIAITTV CALCULATON IDENTIMCATON ORGANIZATON:

CALCULATON NUMBER ABB/IMPELL "U"O

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Litf Eft ATTACllMENT WEl DS SEltYlCEAllll_lTY TAllLE OP CONTENTS SECTION D.ESCIllPTION No. of Pngra Cover Sheet 1

Record of Revisions 1

Table of Contents 2

Executive Summary 2

Open items 1

1.0 Introduction 3

2.0 Cnntninment 1.iner Attnehments Dercrfntion 13 2.1 construction 2.4 welding 2.3 design analysis 3.0 Welded Insert Plates Accentnnce. I! nit i 7

3.1 analytical qualification 3.2 pre service inspection results 4.0 Oun11f'ention Methodolorv. t! nit 2 7

4.1 analytical failure protection 4.2 weld inspection program 6.0 Plate nnd Welds Pronertica 7

5.1 mechanical properties 5.2 material fracture toughness G.0 Postuinted Plate Defect 11 G.1 post welding damage 6.2 flaw shape parameters G.3 flaw shape correction factors 6.4 Daw shape plastic factor 6.5 flaw model stress intensity factor 0.6 flaw model plastic limit stress 7.0 Iiner Pinw Critient Stresses 20 7.1 welding residual stresses 7.2 liner uplift stresses 7.3 hydrostatic pressure stresses 7.4 thermal stresses 7.b permissible primary stresses 7.6 overcooling failure assessment 6.0 Analytical Qualification of Fracture 4

Toughness Criteria Unit 2 TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY i.

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TAlli.E OF CONTENTS Page 2 9.0 Conclusion 1

10.0 References 4

11.0 Appendix A f;0 Tots! no. of pages 1M "fUE CPSES - UNIT 2 LINER ATTACHMENT k' ELDS SERVICEABILITY f._

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EXECUTIVE

SUMMARY

This engineering analysis contains the justification to assess the integrity of the installed insert plates at CPSES Unit 2 contahunent liner, without non destructive surface examination. The liner insert plates with attachments that are welded using full penetration welds are susceptible to potential defects /Daws induced by the welding process at the attaelunent welds. The serviceability qualification is provic ed herein, to increase the confidence in the capability of the welds, non accessible for in situ inspection, to withstand all the design load combination categories, without any cracking initiation or propagation.

The insert plates for the containment liner with full penetration attaclunent welds,were fabricated by CB&l to the requirements of G&ll Specification 2323 SS 14. The specification prescribes only visual examination, which was performed during the fabrication with spot magnetic particle test on 5% of the weld length. This was found to be consistent with specifications for other plants built in the same time frame as Comanche Peak, llowever, Section 3.8.1 and 3.8.2 of the CPSES FSAlt previously invoked the examination requirements provided by the Proposed Standard Code for Concrete Ileactor Vessels and Containments (April 1973), ASME Boller and Pressure Vessel Code, Section 111, Division 2, Subparagraph CC 5523.1.

The assessment of the integrity of the insert plates, containing potential surface flaws, installed at CPSES Unit I was provided by Stone & Webster fracture mechanics analyses using the procedure of ASME Code for

• Inservice inspection of Nuclear Power Plant Components". An in situ magnetic particle examination of all accessible welds under the spring line was performed by CBI in compliance with FSAl Addenda 78.

The reassessment of the integrity of the installed insert plates, with potential flaws at the weld toe,is performed to provide additional confidence in weld quality of the uninspected insert plates. The assessment of the integrity of the insert plates, with potential defects in the welded region,is reconsidered iri this report based upon the evaluation of the permissible / acceptable stress for protection against non ductile falhtre. The acceptable stresses are determined using the Linear Elastic Fracture Mechanics procedure of TUE cPSES - UNIT 2

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e the ASME Code,Section III Appendix 0. The postulated flaw in the insert plate is extended to a semi elliptical flaw of 1.5" ( depth =

0.25" ). The available fracture toughness for crack arrest at the lowest metal temperatures is used as reference critical stress intensity factor.

The inspection program specified in Addenda 78 of the FSAR is reconsidered to determine if the welds with non redundant load path (with maximum stress) are accessible for non destructive surface tests. Therefore, the inspection of the 107 insert plates under the spring line presents a large confidence for the appropriate quality absence of weld defects, on all the 304 plates installed on the liner, fabricated and delivered by CBI in the same conditions.

The justification of the proposed serviceability qualification by stress verification and non redundant weld inspection is discussed in this engineering report.

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OPEN ITEMR 1.

The conclusion of this calculation is based on the results of the Unit I containment liner insert plat" attachments loads analysis. Once the Unit 2 insert plates analysis are available, this calculation will incorporate their results.

2.

When the conclusion of this calculation is finalized, the acce;3tance criteria for 30tential plate surface huperfections shall be inc uded in the CPSES nspection Specification (see page 4 4).

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1.0 INTRODUCTION

STAWMENT OF TIIE PROBLEM The insert plates for the containment liner, which were installed using full penetration attachment welds, were fabricated by CB&l to the requirements of O&H Specification 2323 SS 14. The si>ecification did not prescribe h1T or LP examination of the welds. This was found to be consistent with specifications for other plants built in the same time frame as Comanche Peak, llowever, Section 3.8.1 and 3.8.2 of the CPSES FSAR previously invoked the examination requirements provided by the Proposed Standard Code for Concrete Reactor Vessels and Containments (April 1973), ASME Doller and Pressure Vessel Code, Section Ill, Division 2, Subparagraph CC 5523.1.

To provide the assurance of the liner insert plates integrity, with potential undetected and/or non repaired defects at the attachment welds, a detailed Fracture Mechanics qualification of the loading capability, corroborated with a magnetic particle ex :mination of the accessible portions of the welds for the insert plates mounted below the spring line, was performed for CPSES Unit 1.

The above mentioned analytical fracture mechanics qualification and the partial non-destructive examination of the accessible welds have been incorporated in Addenda 78 of the FSAR. The acceptable linear indications are limited to 1/2" in length. Th'e CBI Inspection did not identify any linear indication in the weld areas to be greater than

0. I ".

The fracture mechanics analyses presented by Stone & Webster, follows the procedure of ASME Code,Section XI, for " Acceptance Criteria for Ferritic Components", Paragraph IWB-3600, to assess the integrity of pressure vessels with a semi circular surface flaw of a length of 0.5" ( depth = 0.25" ), corresponding to the acceptable linear indication of Addenda 78 of the FSAR. The presented analyses demonstrated the compliance with the acceptance criteria, based on Applied Stress Intensity Factor for Abnormal / Extreme Loading Combinations of the design specification - DBD CS 074, Rev. 2[1.1),

for the estimated available fracture toughness for fracture initiation.

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SCOPE OF SERVICEABILITY OUAllFICATION The regttalification (for CPSES Unit 2) of the installed insert plates -

analydcal along with a partial non destructive examination, was requested by NRC, to increase the confidence in the capability to withstand all the design load combinations indicated for normal, test, abnotmal and extreme environmental operations. The assessment of the integrity of the insert plates, with potential defects in the welded region, is reconsidered in this report based upon the evaluation of the permissible / acceptable stress for protection against non ductile failure. The acceptable stresses are determined using the Linear Elastic Fracture Mechanics procedure of the ASME Code,Section III, Appendix 0. The postulated flaw in the insert plate is extended to a semi elliptical flaw of length = 1.5" and depth = 0.25". The available fracture toughness for crack arrest at the lowest metal temperatures is used as reference critical stress intensity factor.

The inspection program is reconsidered to include the welds with non redundant load path ( with maximum stress ). The analysis of the available calculated stresses revealed that the non redundant welds are at the external flanges, and subsequently accessible for non-destructive surface tests. Therefore, the inspection of the 107 insen plates under the spring line presents a large confidence for the appropriate quality - absence of weld defects, on all the 304 plates installed on the liner, fabricated and delivered by CBI in the same conditions.

The justification of the proposed serviceability qualification by stress verification and non redundant weld inspection is discussed in this engineering report.

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l 2.0 CONTAINMENT LINER ATTACllMENTS 2.1 CONSTRUCI1ON The containment liner is provided with different attachments, welded onto the reinforced insert plates of 1" thickness. The attachment construction is indicated in Gibbs & 11i11

• Containment Liner Details", Sheet I and 4, Dwg # 2323 SI-0511

[1.2].

Appendix A of this iccort includes the drawings of all the welded supports, which are taken from the Gibbs & 11111 drawing [1.2].

The welded supports consist of - one longitudinal web, two external flanges and 2 or 4 internal ribs /Hanges. The differences between the indicated details are related primarily to the structure height and the distance between the flanges. The supports located in the dome region are welded at different angles on the insert plates.

The welded support types / details installed on different floor areas are indicated in the liner sketch (on page 2-2), based on the design drawing indications [1.2]. The following distribution is identified:

Under the Spring Line Detail 2, 8 and 9 (Perpendicular Attachments)

Dome region (Skewed Attachments)

Detail 4,6,10 and 11 The typical supports are reproduced on page 2-4 and 2-5 TUE CPSES - UNIT 2 LINER ATTACILMENT WELDS SERVICEABILITY 1

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2.2 WI:I DING The insert plates with the attachments were manufactured by CBI in compliance with the CPSES specification DBD-CS 074, Rev.2 (1.1). The applied welding procedure - SMAW with electrodes E 8018 CJ, as indicated by CBI Specification # 74 2427/B, Rev. 4 [1,3], is compatible with the welding of the SA 537, Class 2, quenched and tempered carbon steel [3.1.1]. The adopted procedure avoids the cracking in the weld deposit and the heat affected zone, and prevents the modification of the quenched and tempered structure in the insett plates of SA 537, Class 2 steel [3.13.1)

The insert plates / support joints are single bevel groove welds, with external fillet welds reinforcement. The indicated complete joint penetration groove welded joints (type T U4b AWS DI.1) are in compliance with the TUE CPSES Specifications. This type of welded joint is required for all supports under the Spring Line and in the Dome region.

The welded joint dimensions are provided in the CBI Misc. Inserts -

Details Drawing, repioduced in Appendix A. The typical joint is shown on page 2 7, w.kich includes CBI drawing for the most common Detail 2.

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S'IRESS CALCULATIONS The design ac'equacy of the insert plates has been demonstrated in the Stone & Webster Calc. #16345 CS(B) 026, Rev.212.1) and Calc. #

16345 CS(B) 027, Rev 0 [2.2). The stresses and strains in the insett plates are evaluated considering all the load combinations of the design specifications (1.1). It is assumed that the insert plates experience - the service dead weight, pressure and temperature loading, and the additional external forces and moments applied on the welded attachments.

The design adequacy analysis is performed for each individual insert plate, treated as a lightly loaded / flexible base plate connected with the anchor studs to the concrete containment. The ANSYS Program (

post processor ) is used to calculate the principal stresses / strains at the center points of finite element plate elements. The insert plate i

finite element models are established with the computer program Base Analysis Processor - BAP ( preprocessor ).

The structural integrity of the as built insett plates is qualified based on the actual modified footprint loads in the Stone & Webster Calc.

1. 16345 CS(S) 558, Rev.1 12.7] and #6345 CS(S) 581, Rev.0 [2.6]. The maximum tensile stress / strain in the insert plates is identified at the support external flange joints, produced by the insert plates uplifting.

The critical calculated tensile stresses in Support CT-1-033 414-C92A Construction Detail 11 for factored abnormal extreme loading /

environment combination is shown on page 2-10. The indicated maximum principal stresses at the finite element center points were identified in the reproduced finite element model (p..ge 2-11) and the program outputs ( pages 2-12 and 213).

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The analysis of the calculated tensile stress distribution at the insert plate / support connection reveals that the external flange welds are the main load carrying joints. The insert plate tensile stress in other weld regior.s are less than 1/2 of the peak values identified at the external flange welds, or are exposed to compressive stress. The external flange welds are actually the non redundant uplift load path for any potential cracking initiated by a plate surface discontinuity in the welded region [3.12). The cracking process in all the other welded regions is practically prevented by the redundant load paths and/or the crack closure effect produced by the compressive stresses.

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. WELDED INS,RRT PLATE ACCEPTMCE AT CPSES UNIT 1 1

3.1 ANALYTlCAL OUALIFICATION The acceptability of the liner plate steel in the absence of impact test results, has been demonstrated analytically using the Fiacture Mechanics procedure applied on a postulated surface defect. These fracture mechanics analyses are provided in SW #16345 CS(D) 007

[2.4] and SW #16345 CS(S) 618 [2.5]. The use of this analytical fracture toughness qualification as alternate acceptance criteria in lieu of ASME Code, Section 111 Para. CC-4543.1 is included in FSAR, Addenda 78.

Additional fracture mechanics analyses has been provided in calculations SW #16345 CS(S) 618 [2.5] and SW #16345 CS(B) 472

[2.8) to demonstrate the acceptability of an assumed semi circular surface flaw with a depth of a =0.25" at the weld toe. The adopted procedure follows the recommended practice for Inservice Inspection of ASME Code,Section XI, IW3 3600 and Appendix A.

The complementary analysis using the " Failure Assessment Diagram" procedure is based on published papers; the reference to ASME Code Case N 473 " Evaluation of Flaws in Ferritic Piping" is only limited to the description of the screening criteria computations.

The applied analytical qualification procedure is-shown in the following flow chart on page 3 2.

The protection against crack initiation is performed for a postulated surface semi-circular flaw with a leIngth of I = 0.5" in the support of 3/8 " thickness, at the single bavel weld toe. - The crack initiation in the support is addressed for the tensile / pull stresses and a residual welding stress equal to 0.75Sy, the standard yield strength of SA537, Class 2 ( S =

y 60 ksi ).

The protection against crack initiation in the support is assessed for the maximum calculated stresses of 24 ksi in the design reports SW#16345 CS(S) 581 [2.6] and SW#16345 CS(S) 558 [2.7].

The acceptability of the insert plates containing postulated / potential flaws produced by the weldings, is not addressed in the mentioned reports.

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3.2 IN.S11U INSPECTIQS The insert plate full penetration welds have been inspected by CBI during the fabrication by visual examination and spot magnetic particle examination.

All the identified weld defects have been repaired in shop according to CBI Inspection Report [1.6].

In accordance with FSAR Addenda 78, it is required that an in situ nondestructive surface examination for all accessible portions of the welds below the spring line (El.1000'-6") be conducted. The linear ir,dication of greater than 1/2" are unacceptable.

This partial inspection is considered to establish the overall acceptability of all the insert plate full penetration attachment welds fabricated by CBI using the same Welding Procedure Specification [1.3].

The flow chart of this in situ inspection is shown on nage 3 4.

The in situ inspection was performed by CBI using the magnetic particle test method.

The accessible weld portion of horizontal and vertical supports are indinted on the sketches of pages 3 5 and 3 6, reproduced from CBI Inspect!on Report Pkg. #1-8902 CHI 0211.6].

The identified linear indications by CBI inspection include:

(a) in the insert olate one parallel indication at the external flange weld toe,

-with a length of 0.125".

(b) in the external flanges one parallel indication outside the heat affected zone along the entire external flange width, which was reported as a plate surface imperfection (seam / lap) one flange edge / transverse indication of 0.5" propagating into the weld of the external flange, which was reported as a lamination discontinuity.

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1 The discontinuities that were observed in Unit I are indicated on the reproduced sketches on pages 3 5 and 3-6. The description of the type of discontinuity is based upon the standard terminology of ANSI /AWS 1.10 86

" Guide for the Nondestructive Inspection of Welds"(see page 4 7).

The attachment welds were qualified as adequate based on the in situ inspection results.

The acceptability of the flange inspection was demonstr ited by the Fracture Mechanics analysis of the fracture toughness capability to prevent the cracking initiation at plate region with longitudinal flaw, corresponding to the detected seam / lap. The analytical qualification is provided in S&W Calculation #16345 CS(5)-618 [2.5], using, as applicable, the procedure of ASME Code,Section XI, Appendix A [3.1].

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4.0 WELDED INSERT PLATE ACCEPTANCE AT CPSES UNIT 2 4.1 AN ALYTICAL INTEGRITY OU ALIFICATION The assessment of the integrity of the insert plates containing potential undetected or unrepaired weld defects is established by imposing the compliance with the fracture toughness criteria for nuclear components / structures of ASME Code, Section Ill, Appendix G [3.1].

Considering the available fracture toughness of the SA 537, Class 2 steel pla,e at the lowest metal service temperatures, it is necessary to impose appropriate stress limitations to prevent the flaw initiation and penetration at the potential surface discontinuities.

The proposed analytical qualification procedure for CPSES Unit 2 installed insert plates is shown in the flow-chart on page 4 2.

The procedure includes two phases:

The preliminary determination of the acceptable stresses compatible to fracture toughness criteria and The verification of the compliance of the calculated design stresses to the imposed restrictive limits to assess the integrity of the plates containing potential defects / flaws in the welded regions.

The determination of the acceptable primary stress in compliance with ASME Code,Section III, Appendix G fracture toughness criteria is exposed in the following Sections 5, 6 and 7.

The established stress limits are specified in Section 8.

The acceptable stress limits for service temperatures of 500F and 70oF are more restrictive than the allowable stresses irrposed by the design qualification DBD-CS-074 [1.1).

For temperttures above 100aF, the fracture toughness of the steel increases significantly and the prevention of flaw penetration is no mme a concern, TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY A._R_R

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The verification of the compliance with the acceptable limits of the stresses acting perpendicularly to the postulated / undetected flaw is recommended to be performed initially by a screening of the available calculated maximum principal stressed in the region adjacent to the attachment welds, if the stresses exceed the acceptable limits, it is proposed to resume the analysis to evaluate the acting stress at the presumed flaw location. The available analysis results are a very conservative estimate for the flaw stresses.

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4.2 IN SITU INSPECTION The prescribed in situ inspection with non destructive surface examination for all accessible welds under the spring line, per FSAR Addenda 78, is considered a validation of the required analytical fracture toughness qualification. The imposed acceptable linear indication of 1/2" is less than 1/3 of the postulated flaw in the performed analytical qualification using ASME Code,Section III, Appendix G procedure. The flowchart for this in-situ inspection is shown on page 4-5.

The non-destntetive surface examination is performed on all external flange welds, which are the non redundant load path (see Section 4). These accessible welds are exposed to the peak stresses in all loading combinations and are prone to crack penetration in the absence of any adjacent stiffeners.

The insert plates installed under the spring line, which are supposed to be inspected, include 30% of the total insert plates mounted in the liner (see Section 2). The large extension of this new non destructive examination validates confidently the appropriate quality of all the insert plates installed in the liner, which are fabricated and delivered by CBI in identical conditions.

The weld surface examination is to be perfonned by magnetic particle test or/and liquid penetrant test. It is recommended to use the magnetic particle test to extend the control into the subsurface layers. The liquid penetrant test is indicated to be applied as a complimentary examination to confirm any critical linear indications identified by the magnetic particle test. The inspection of the welded joints of SA 537, Class 2 with electrodes E8018 C1 performed by CBI revealed that the linear indications, detected by magnetic particle test, are often due to the structural transformation in the heat affected zone, without any surface discontinuity [3.13] (see page 4-6).

The potential plate surface imperfections ( lap, seam, lamination - see page l

4-7 -- from ANSI /AWS Bl.10-86) may be detected during the inspection as exceeding the length of 1/2" as it was reported for CPSES - Unit 1 liner (see l

Section 3). The acceptance criteria for these type ofimperfections, should be l

included in the CPSES Inspection Specification (see Open Item No. 2).

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9 KEY TO DiscoNTINUITits SHowN Ib Cwer porosity 10 Seem and isps 1d hptog porovty 12a Longitudinalcr6ch 2e SJag enchmon 12e Transverse crock 3 incompete Mion 12c Crater cracks 4 treempute pint penetreen 12d Throat crock 5 Unoercut 12e Too crack 6 Unotri.it 12f Root crack 7 Overtop 123 undertiend crock M the heat-a Laminet,or enected sone 9 Delamination t.*

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5.0 PLATE & WELDS PROPERTIES 5.1

. _ MECHANICAL PROPERTIES

'1 INER PLATE STRENGT10 t

The R.B. containment liner plates and attachments are designed and fabricated from carbon manganese silicon steel, quenched and tempered, corresponding to SA/ ASTM A537, Class 2 ( CPSES-Drawing # 2323 SI-0511 [1.2] ).

The minimum standard tensile requirements for SA 537, Class 2 plates under 2.5" thickness (at an ambient temperature of T = 70 F) are:

Tensile Strength Su 80 ksi

=

Yield Strength S

60 ksi-

=

y The design / reference mechanical properties of this steel @ 70 F are included in this serviceability qualification based on the ASME Boiler and Pressure _ Vessel Code, (Section III, Appendix I [3.1.2].

3 Modulus of Elasticity :E

=

27.4 X 10 ksi ( @ 70 F )

(Appendix 1, Table I-6.0,1978-Edition)

'0.3

=

Flow-Stress (Sr), @ 70 F S = 0.5( S + S ) =

0.5(80 + 60) = 70 ksi t

u y

3 Esac.: The value E = 27.4 X 10 ksi ( @ 70 F ) is indicated in all design calculations and, therefore, is included in this service-ability analysis.

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WELDMENTS PROPERTIES The quenched and tempered carbon steel liner plates of SA 537, Class 2 are welded in accordance with CBI - WP Specification [1.3],

with detailed technique requirements to prevent any structural damage and/or cracking. The shielded metal arc welding is performed with low hydrogen, low nickel alloy electrodes, grade E8018-Cl-SFA 5.5 [3.1.1) and heat input control, by imposing appropriate limits range for welding current and deposition speed.

The use of covered electrodes, grade E8018-Cl-SFA 5.5 ensured the fracture toughness ( CVN = 20 ft lb ) of the weld deposit to the lowest temperature of -75 F, and prevented the occurrence of hydrogen assisted cracking in the heat affected areas. [3.11, 3.13.3]

The stringer bead welding technique, as indicated per CE7 WPS [1.3],

with sufficiently rapid deposition speed, maintained the hardening constituents in the heat affected zones. The restrictions imposed by CBI-WPS [1.3] are adequate to prevent any reduction of the strength and toughness in the heat affected zone of SA 537, Class 2 plates. The compatibility of the CBI-WPS is validated by the performed qualification test results.

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E 5.2 MATERIAL FRACWRE TOUGHNESS The fracture toughness of the liner plates made of SA 537, Class 2, quenched and tempered low alloy steel plates, is determined by the lower bound of the following properties:

K,:

the crack-arrest fracture toughness, obtained from the i

test results of the stress intensity factor ( Ki ), under conditions where a rapidly propagating cracking is arrested within the test specimen.

Kc:

the static nitiation cracking obtained from the test i

results of the stress intensity factor ( Ki ), under slow loading conditions.

The reference lower bound of Ka and Kc versus temperature l

i curves for nuclear pressure vessel steels SA 533 Grade B, Class 1 and SA 508, Class 2 and 3 are provided in the ASME Boiler and Pressure Vessel Code,Section III, Appendix A, Fig. A-42001. The temperature scale of these curves is related to the reference nil-ductility temperature (RTNDT), as determined from the specimens of the actual installed plate and/or welds.

The analytical approximation of these lower bound curves are given by the following equations:

K, = 26.78 + 1.233 exp[ 0.0145( T - RTNDT + 160 ) ] (eq. 5.1) i Kie = 33.2 + 2.806 exp[ 0.02( T - RTgor + 100 ) ]

(eq. 5.2)

where, RTNDT : the reference nil-ductility temperature of the product / welds T

the service temperature at which the limits of Kia or Kic is permitted.

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l The reference curves K, and Kie versus ( T - RTsor ) with the i

supporting test results are reproduced on the following page from R.L. Jones, " Applications of Fatl ue and Fracture Tolerant Design E

Concepts in the Nuclear Power Industry", ASTM, STP-761-1980 [3.7).

In accordance with the ASME Boiler and Pressure Vessel Code

" Fracture Toughness Criteria for Protection Against Failure" -

Appendix G

[3.1.2), this curve may be used for other steels which have a specified yield strength between 50 ksi and 90 ksi.

With the existing fracture toughness test results, including the heat affected zone by welding, the liner plates of SA 537, Class 2, quenched and tempered steel, are determined to have a nil-ductility temperature of :

RTmyr = -40 F

Reference:

ASME, Boiler and Pressure Vessel Code,Section III, Division 2, Table CB-2521(g)-1

[3.1.2).

Based on this reference RTNDT = -40 F, the reference / minimum fracture toughness of SA 537, Class 2, quenched and tempered steel are established from the previously reproduced equations ( eg. 5.1 and eq. 5.2 ), for the minimum service :ernperature.

The lowest service metal temperature (LSMT) is indicated as per CPSES-DBD-CS-074, Rev. 2, page 15 [1.1), as equal to the minimum operating temperature inside the containmen::

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e For this - minimum -temperature of +50'F, we get the following reference fracture-toughness:

crack arrest fracture toughness (- from eq. 5.1)

Kr. = 26.78 -+ 1.233 exp[ 0.0145( 50 + 40 + 160 ) ]

or, Kr. u - 73.048-ksi.(in)t /2

@ 50'F crack-initir. tion fracture touchness ( from eq. 5.2 )

Kie = 33.2 + 2.806 exp[ 0.02( 50 + 40 + 100 ) ]

or, Kic = 158.632 k si.(i n )1/ 2

@ 50'F

-The assumed construction temperature and the minimum liner temperature, as per CPSES-DBD-CS-074, Rev. 2, page 16. is:

LSMT = +70*F So, for this ca::c, the reference fracture toughness are:

crack arrest-fracture toughness ( from ea. 5'.1 1 Kg, = 26.78 + 1.233 exp[ 0.0145( 70 + 40 + 160 ) ]

or, Kg,L= 86.614 - ksi.(in)t /2

@ - 70'F crack initiation fracture toughness ( from ea. 5.2)

Kc= 33.2 + 2.806 exp[ 0.02( 70 + 40 + 100 ) ]

i K c = 220.322 ksi.(in) /2

@ 70'F or, i

i l=

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For LSMT = +120 F, the reference fracture toughness are:

crack - arrest fracture toughness LJmm eo. 5.1 )

Ka= 26.78 + 1.233 exp[ 0.0145( 120 + 40 + 160 ) ]

i or, Kg = 154.45 ksi.(in)3 /2

@ 120'F crack initiation fracture toughness ( from ea. 5.2)

Ke= 33.2 + 2.806 exp[ 0.02( 120 + 40 + 100 ) )

i Kc= 541.849 ksi.(in)1/2

@ 120'F or, i

l l

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s-6.0 POSTULATED PLATE DEFECT 6.1 POST WRI nING DAMAGE

'The potential welding induced crack-like discontinuities in the liner insert plates are the hydrogen assisted cold cracks in the heat affected zone ( HAZ ) at the weld toe. This potential surface crack initiates in the grain coarsened region and penetrates into the liner plate under the acting stress field, The toe crack in the SA 537 Class 2 welded plates is potentially considered to~ be able to cause the most severe damage, and this type of crack is susceptible to penetrate through the liner insert plate during the containment service life.

i The postulated flaw model. for this serviceability analysis is shown on the following _ pages. The _ maximum critical postulated flaw features are included in accordance to the ASME Boiler and Pressure Vessel Code, Appendix G

[3.1.2), " Fracture Toughness Criteria for Protection Against Failure", for ferritic reactor - vessels.

1 FLAW MODEL DATA i

Locatiqn Weld toe - surface flaw.

Orientation Normal / Perpendicular to the plate surface and the maximum principal stress.

Shape Semi-elliptical.with a depth of one-fourth of of the plate thickness ( a = t/4 ), and the L

length equal to L1.5 times the plate thickness

( l = 1.5t = 6a ).

R I

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6.2 FLAW SHAPE PAR AMETEIG The flaw shape parameter ( Q ), as defined in the ASME Boiler and Pressure Vessel Code,Section XI, Appendix A, is given by the formula, from reference [3.2] :

2

[0 0.212 ( om + ob )

}

Q

=

(Sy )2

where, o

= membrane stress perpendicular to the flLw (ksi) m ob = bending stress perpendicular to the flaw (ksi) o

= the complete elliptic integral of the second kind, with 2

2 1/2 o = [ l - k sin, 3 d4,

and k

= [ l - (2a/l)2 j 2

Reference:

D. Brock, " Elementary Engineering Fracture Mechanics",

4th Edition,1986, pages 88-94 [3.5].

The Q value for the postulated flaw is evaluated using the developed series expansion of o and assuming conservatively that (om+O)=

b S. The surface stress equal to the plate yield strength is potentially y

produced by the welding residual stress [3.5, 3.3). It yields the following formula:

[0

- 0.212 ]1/2 and 2

Q

=

2 4

[ x / 2 ] { l - ( 1/4 ) k - ( 3/64 ) k - ( 45/2304 ) k6) o

=

2 for k

= 1 - ( 2a/l )2 = 1 - (1/3)2 = 0.889,

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the complete elliptic integral is -

@=

[ x / 2 ] { l - ( 0.889/4 )-( 3/64 )( 0.889 )2 - ( 45/2304 )( 0.889 )4 }

@=

1.142 and, Q = [ 1.142 0.212]v2 2

i.e.,

Q.= 1. 0 4 5 Remark : The calculated Q-value is comparable to that from the graph of Fig. A-3300-1 of the ASME ' Boiler and Pressure Vessel code,Section XI, Appendix A, for

((a, + ob ) / 0

= 1 ) [3.1.4].

y 6,3 FLAW SHAPE CORRECTION FACW)RS The correction factors of the stress intensity factor ( Kj ) equation A determined using the solution proposed by Raju and _ Newman [3.Bl, for a semi elliptical surface crack in large, finite thickness plates.

The correction factor is evaluated considering only the flaw shape ratio (2a/l) and the flaw penetration ratio (a/t), into the_ plate thickness (t). The empirical equation developed by Raju and Newman for the membrane stress correction factor, for infinite plate length, at

'the flaw tip ( 4 = II/2) is:

[ C _+ C (a/t)2 + C (a/t)4 )

Mm

=

3 2

3

where, C

1.13 - 0.09( 2a/l )

=

i C2

-0.54

+

(0.89)

=

[ 0.2 + (2a/l) ]

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~ '

.o-14[ 1.0 - (2a/l)]24 C3 0.5 -

1.0

+

=

0.65 + (2a/l)

For_ the postulated surface flaw with (2a/l) = 1/3, and (a/t) = 1/4, it yields :-

C,= 1.100 3

C = 1.129 2

C = -0.5161 3

and 1,129(0.25)2 (0.5161)(0.25)4 ] = 1.169 him = [ 1.1

+

i.e.,

M m = 1,16 9 The correction factor for bending stress acting on the semi elliptical surface flaw tip (

= Tl/2 ) is given by the fitting equation:

hib HM

=

m

where, 1 + G (a/t) + G (a/t)2 H

=

3 2

and G3

-1.22 - 0.12(2a/l)

=

G;, = 0.55

- 1.05(2a/l)o.75

+ 0.47(2a/l)1.5

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For the' postulated flaw with (2a/l) = 1/3, and (a/t) = 1/4, we get:

Gi = -1.22 - 0.12(1/3)

-1.260

=

G2 = 0.55 1.05(1/3)0 U

+ 0.47(1/3)t.5 =

0.180 0.18(0.25)2 H

= 1 - 1.26(0.25) +

0.696

=

and Mb= HMm 0.696 X 1.169 = 0.814

=

1.e.,

M b= 0.814 Remark The calculated values for _Mm and M _ using the Newman -

b

-Raju correlation equations [3.8], are consistent with the ASME Boiler and Pressure Vessel code,Section III, Appendix G and Section XI Appendix A, which provide graphs for practical estimation.

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-6.4 FLAW SHAPE PLASTIC LIMIT FACTOR s

- The_ effect.of. the-flaw on the plastic limit / yield load of the liner in_ sert plate at weld toe is evaluated using the Miller's solution for a short surface crack in a plate _ under tension.

The application of this strip yielding _ model is indicated as-appropriate for the analysis of structure containing surface flaw exposed to external / mechanical forces and moments in CEGB Report R/H/R6, Rev. 3, page 10.1 [3.2].-

The Miller plasticity factor is given by the formula:

1.5151(2a/1)0.16596(,j,)2 -

M p = (1 - (aA)1'd }(1- [

1.9071(a/t) +

~

- 21.52(2a/l)2.1419,j,)3

+ 0.34216(aft)4

)!

0.74 + 3.855(2a/l) 4

- 3.825(2a/l)2 2.89(2a/l)3 4.356(2a/l)4 ))

appendix A2.2 of [3.2)

+

For the postulated flaw with (a/t) = 1/4, and (2a/l) = 1/3, the above equation yields:-

Mp= - (1 - (0.25)3 4 )(1- (

-1.9071(0.2.5) +

1.5151(IS)0.16596(0.25)2 0.34216(0.25)4 1[

0.74 + 3.855(1/3) 21.52(1/3)2.1419(0.25)3

+

- 3.825(1/3)2 2.89(1/3)3 + 4.356(1/3)4 ) }

(0.856)(1 - I 0.477 + 0.079 0.032 + 0.001][ -0.74 + 1.285 - 0.107 + 0.054))'

=

(0.856)(1.- [-0.429) [0.067]

=

Mp = 0.881 l-t.

1 l

TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY JOR NO 0218-023 PAGE

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6.5-FLAW MODEL STRESS INTENSITY FACTOR The stress -intensity factor -at the flaw locati-is calculated from the acting membrane and bending stress by th..ollowing equation of the ASME Boiler and Pressure Vessel code,Section XI, Appendix A

[3.1.4]:

( o him + obMb )[na/Q)*

Ki

=

m

where, o

= membrane stress perpendicular to the flaw (ksi) m bending stress perpendicular to the flaw (ksi) ob

=

Q

= flaw shape parameter hi

= correction factor for membrane stress m

hib

= correction factor for bending stress apit: values of Q, him and Mb are established in sub-section 6.2.

For the postulated semi-elliptical surface flaw of sub section 6.2, the above equation yields:

Ki

=(om + liob )Mm [n/Q)

(a)v2 or, 1.169[n/1.045]i/2 ( o t/2 Ki

+ 0.696ab ) (al

=

m or, Ki

= 2.027(o

+ 0.696o3 ) [a]1/2 m

Considering only the acting membrane stress (om) at the flaw tip, the equation is:

Ki

= 2.027am [a])/2 for ob =0 TUE CPSES - UNIT 2 LINER ATTACILMENT WELDS SERVICEABILITY Jo8 No 0218-023 PAGE h

Ml)f' 6h/r0/H (ON LW/M9 cAtc NO

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[-l0

1 The equation for only the acting bending stress (ob). IS:

i/2 Ki 1.411 od- [al for o

=0

=

m The stress intensity factor ( K ) in the vicinity of the crack tip is i

obtained by_ an algebraic summation of the respective stress intensity factors -for the acting membrane and bending stress, Use of this superposition principle yields:

Ki

=Km + Kid i

or,

( 2.027a

+ 1.41 lob )[a)1/2 Kj

=

m The superposition pilnciple is valid for all combinations of the same-mode of _ loading, i.e., all mode I - with primary forces / stresses induced by the applied loads, and secondary internal forces / residual stresses, developed by the constraint of the structure ( i.e, the weld residual stresses ) [ 3.2, 3.4, 3.5 ),

p L

TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY Joe No 0218-023 PAGEgf O

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6.6 FLAW MODFI. PLASTIC LIMIT STRESS The plastic limit stress acting over the cross section containing the

_ postulated surface flaw is determined by the Miller's formula of CEGB Report R6 [3.2) page A22 :

Slimit (a) = - hgsy where M = 0.881 - The flaw shape plastic limit factor (see page 6-8) p Sy = 60ksi - The standard yield strength of the plate steel (see page 5-1).

It yields Silmit = 0.881 x 60 =- 52.86 ksi i

This plastic limit stress Siimig is used to define the loading capability of the postulated flawed insert plate.

The loading parameter, meaning the proximity to plastic yielding, is defined in CEGB Report R6 [3.2] by the ratio:

UP L,

=

S limit where Up =

the clastically calculated primary stress acting over the cross-section.

TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY I

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l 7.0 LINER FLAW CRITICAL STRESSES 7.1 WFI D RESIDUAL STRESSES 1/.alized heating and contraction of the solidifying weld metal 3

ierates complex thermal stress fields that produce residual

. stortion and stress in the liner plain adjacent region. The magnitude of the residual stress is difficult to establish, and therefore, is presumed to have reached the yield strength at the top of the plate / weld interface [3.3).

The distortion of the liner plate after the welding and the f.nduced bending residual stress is shown in the following sketch. The through thickness residual stress variation is approached by the linear variation of the corresponding bending rtresses of a flat plate.

The weld residual stresses are self-balancing streases developed by the local plastic distertion, during and after the welding, it is assumed conservatively that the hduced weld residual stresses are associated with permanent bending of the liner plate, increasing the plate :urvature that is produced by the plate uplifting during containtnent operation. The weld residual stresses are treated as a secondary bending stress, as defined per the ASME code, Section Ill, Table CC 3136.61 [3.1.2].

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a 7.2 LINER, UPLIFT. STRESSES The external load is applied at the support gusset / flange and the liner plate is fixed on the anchor studs, which are located outside the welded support. The plate bending is extending up to the welded support web and flanges.

The liner plates are exposed to uplift loads which are transferred to the concrete containment through the anchor studs. The uplift yield-line pattern is shown on page 210. The indicated clasto plastic deformation has been identified in the Stone & Webster calculation #

16345 CS(S) 581 [2.6), and # 16345 CS(S) 558 [2.7) using the finite element analysis irethod.

The performed liner insert plate qualification [2.6, 2.7) established that the maximum tensile stress in the welded region is located at the external flange corners, corresponding to a local convex bending of the liner plate.

For this fracture mechanics analysis of the susceptibility to liner plate failure by potential flaw / crack pe:;etration, it is assumed conservatively that the uplift bending stresses induce an increase of the post welding convexity.

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7.3 IIYDROSTATIC PRESSURE S'IRESSES The primary membrane stress induced in the insert plate by the high hydrostatic test pressure of P = (1.15 )( 50 ) = 57.50 psig is calculated using the equivalent shell thickness method which is adopted in the design qualification report SW#16345/6 - CS(B)

028, Rev. O, page 20 [2.3].

The existing insert plate is considered reinforced by the horizontal and diagonal bars from the bonded concrete containment wall.

For a strip of 1" liner length, it was evaluated that the reinforcing bars thickness is equal to:

ttiar = (1/11)(2.25n)2 + (5.623)(1/12) 1.91 in.

=

Therefore, the equivalent shell thickness at the insert plate of 1 in.

thickness yields equal to teg = 1+1.91 = 2.91 in.

The maximum membrane stress induced by the internal pressure in the cylindrical part of the containment is given by E.R Up

=

teg for an assumed thin wall shell.

For R = 69.75 ft = 837 in..

the equivalent shell radius of SW#16345/6 - CS (B) 028[2.3],

and teg = 2.91 in.

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l It yields the membrane stress ( during test ) of o

(57.50)(837/2.91)

16,539 psi p

The effect of the design external and internal pressure, equal to P = i 5 psig is negligible for this fracture toughness analysis.

The abnormal severe and extreme environmental loading categories of DBD CS 074 [1.1) include the accidental internal pressure of P.= 50 psig, which occurs at temperatures higher than 1200F. This accidental pressure loading at higher temperature is not critical for the increased fracture toughness of the insert plates (see Section 5.2).

The internal pressure of P = 20 psig, at which the containment spray is activated after an overheating accident (see Section 7.4), produces a membrane stress in the insert plates installed under the spring line, equal to o

= 20 x (837 / 2.91) = 5,753 psi p

The membrane stresses in the insert plates, which are installed in the sphetical dome region, are equal to 1/2 of the previously calculated values for the cylindrical part under the spring line.

TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY Joe no 0218-023 PAGE

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l 7.4 THERMAL S'IRESSES The postulated inside liner flaw penetration is affected only by the tensile stress induced by the potential temperature difference between the inside and outside of the insert plate.

The higher inside temperature is beneficial for the flaw closure under the generated compressive stress and the increased steel fracture toughness.

Therefore, for this serviceability analysis the effect of all heating of the liner wall is conservatively not considered.

The critical cooling of the containment during normal and accidental operations affects the integdty as essmer.

The fracture toughness acceptability for heating and coolini, is '.adicated on page 7 8 considering the critena of A$ tie Coh,Section III Appendix G, and Section XI, Append'.x A [3.1].

-In accordance with the design specification DBD.CS-074, [1.1), it is not assumed any significant cooling on the liner inside for all service load combinations:

normal category and test category.

The factored load combinations includes different heating accident and only one post accident overcooling thermal shock event.

The overcooling thermal transients is analyzed in SW Calculation #16345-(S(B)-026, Rev. 2, page 10,10A and 10B 12.1) Amonstrating the insert plate structural integrity design qualifica The overcooling event, during the water spraying after overheating at 2800F was analyzed for a linear temperature distribution through the insert plate wall.

The secondary thermal stress developed is calculated using the thin wall vessel formula:

om=

1.g FAT 2(1 v) with E

= 27.4 x 106 psi - modulus of elasticity @ 700F 6.6 x 10 -6 in/in/oF cx

=

0.3 v

=

AT = (T

-Tmin) = (280 - 50)oF = 230oF max Tmin = min, water temperatur9 T

max. temperature during overheating accident

=

max TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY i,

Joe 90 0218-023 PAGE}f O

USA

%lOll41 VM fj$lQWI CALCuo REV BY DAIE CHECKED DATE ABB tmpell Corporation

- Q-30 7, j

i it yields the secondary thermal stress of o g, =

6.6 x 27.4 230 29,710 psi

=

g 2(10.3)

The fractura toughness protection for this overcooling event is separately analyzed using the Failure Assessment Diagram Procedure of CEGB Report R/II/R6, Rev. 3 [3.2).

TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY Joe No 0218-023 PAGE U

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7.5 PERMISSIBLE PRIMARY STRESSES The maximum permissible primary stress in the assumed liner insert plate with the postulated flaw at the weld toe is established based upon the ASME Boiler and Pressure Vessel code

" Fracture Toughness Criteria for Protection against Failure". Appendix 0 Section Ill. [3.1.2]

NORMAL SERVICE C/. TEGORY OF DESIGN SPECIFICATION DBD-CS-074

_fl.ll. corresponding to the ASME Code. LEVEL A & B SERVICE LIMITS.

The fracture toughness criteria is given by the equation:

Kn K,

( ref.: Para 0 2215 )

2K p

+

i i

i

where, primary - membrane and bending stress Kp

=

i intensity factor, ksi(in)i/2 Kn=

secondary - membrane and bending stress i

intensity factor, kil(in)1/2 referencv arrest stress intensity factor of K,

=

i the steel at the lowest metal service temp-erature, ksi(in)1/2, [ evaluated in section 5].

The stress intensity factor for the acting stresses primary and secondary, at the postulated crack tip are:

(a) for the primary membrane stress ( om, produced by the internal pressure 2.027am (a]i/2 Kip

=

TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY Joe No 0218-023 PAbE

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(b) for the primary bending stress ( ob ), produced by the external loading l 4110b [a]i/2 Kib

=

(c) for the secondary welding residual bending stress ( o

)-

w 1.4110, [a)1/2 Kw

=

i Applying the superposition principle, the fracture toughness acceptance equation of Paragraph 02215, Appendix G. ASME code, Section 111 [3.1.2), we get:

i t/2 2( 2.027a

+ 1.4110 b ) +

l 4110w

<=

Kla / [al m

or,

( 2.027a

+ l 4110b )

Kia / 2[a]i/2

- 0.7050w m

The permissible membrane and bending stress are determined separately considering the linear interaction equation, based upon the superposition principle of stress intensity factor determination (see page 6 9). The interaction equation of the permissible stresses

' is:

2.027o

+

14110b m

<= 1.0

( Kr. )

- 0.7050,

( Kg )

- 0.7050w l

l

{2[a]i/2)

{ 2[a]i/2 )

I l

TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY gg eAgE ne wo 0218-023 O

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~

_ =

e or, (om)

+

(ob)

<=

1.0

( Sm )

(S )

b

where, Sm (1/2.027) [

{ Kg, )

0.705o

]

=

w

( 2[a)t/2 )

(1/l.411) 1

( Kg. )

- 0.7050w ]

Sh

=

(2[ali/2 )

The denominators Sm and S, are the permissible primary t

membrane and bending stress acting separately, given by the following equations:

( K a / 2Mm )[ Q/Ha]1/2 Sm

( 11/2 )o

=

i w

{ K

/ 211Mm )[ Q/fla]i/2 Sb =

(1/2)o I

w For the postulated finv ( See Section 6 ), with 0.25 in.

a

=

Q 1.045

=

1.169 Mm

=

H 0.696

=

TUZ CPSES - UNIT 2 LINER ATTACIIMENT WELDS SERVICEAPILITY Joe No 0218-023 Pact egiO t'

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we get:

IKia /(2 X 1.169) )[ 1.045/(0.250) ]i/2 Sm

( 0.696/2 )o

=

w or, Sm = 0.493 Kg, 0.348 o w

and, 1/2 I K a/(2 X 0.696 X 1.169) }[ 1.045/0.25n 1

- 0.5 o Sb

=

l w

or, S b =

0.709 K,

0.5 o i

w For the weld residual bending stress (o ) at the plate top surface, w

which is acceped as equal to the yield strength (S ) of the plate steel y

- SA 537, Class 2, o,

=S

= 60 ksi y

the permissible stresses for NORMAL CONDITION, are given by:

Sm = 0.493 K,

20.88 (ksI) 3 S b =

0.709 K,

30.00 (ksi) i The established permissible primary bending stresses in the liner plate at the welded bracket joints are indicated in the table on page 8 2. The reference stress intensity factor (K a) for the plate steel, SA l

537, Class 2, quenched and tempered, have been determined in Section 5.2.

TUE CPSES - UNIT 2

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HYDROSTA11C PRMSURE TEST AND FAC1 DRED LOAD COMBINA110NS MXCLUDING OVER COOLING ACCIDEE The fracture toughness criteria for protection against failure for the stress. s recalculated considering the primary rnembrane backup induced by the hydrostatic test accidental pressure (1.15P. and P.) of the design qualification DHD CS 074 is established based on the criteria of Paragraph 02400(b) of the ASME code [3.1.2]. It yields the following equation:

(1.5K p

+ Kg)<

K,

( ref.: Para 0 2400lb) )

i i

i where.

Kp primary - membrane and bending stress i

=

intensity factor, ksl(in)t/2 Kn=

secondary - membrane and bending stress i

intensity factor, ksi(in)i/2 K,

reference arrest stress intensity factor of

=

i the steel at the lowest metal service temp-erature, ksi(in)1/2, [ evaluated in section 5].

This equation includes a reduced factor of safety / multiplier for the stress intensity factor prod acd by the primary stresses ( l.5 K p i

instead of 2 K p ). Ail other equation terms are identical for the i

normal and test loading.

This acceptance criteria is conservatively imposed for other factored loading combinations of the design specification DBD CS-074 (1.1) except the overcooling accident.

The fracture toughness criteria is not specified in Appendix 0 for Level C and D SERVICE LIMITS and it is recommended that each situation be studied on an individual case by case basis.

TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY 0

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The increased permissible primary membrane stress ( SmF )

produced by the test and factored loading, is given by:

it I K a /1.5Mm )[ Q/nal z SmF =

( 11/1.5 )o i

w or, SmF " (Ela /(1.5 X 1.169))[1.045/0.25H)t/2 (0.696/1.5)X60.0 or, SmF= 0.658 Kg, 27.84 (ksi) and i/2

( K, /1.511Mm )[ Q/nal Sp (1/l.5)o

=

d i

w or,

( K a/( 1.5 X I.169X 0.696) ) [ 1.045 /0.25 D )1/2 - 0.667X 60.0 SbF "

l Or, SbF= 0.945 K,

40.0 (ksi) i TUE CPSES - UNIT 2

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1 7.6 OVERCOOLING Fall URE ASSESSMENT The protection against failure during the identified critical overcooling accident (see page 719) is analyzed using the Failure Assessment Diagram (FAD) approach of CEGB Document R/II/R6 -

Revision 3 [3.2).

This procedure is applied frequently for the structural integrity qualification of the reactor vessels exposed to thermal shocks [3.9) 13.10).

The Failure Assessment Diagrarn approach option, used in this serviceability qualification, corresponds to Category 1 Analysis.

(See Section 7 of CEOB Document R/II/R6) [3.2).

The procedure for determining the flaw stress intensity factor is similar to the Appendix O-procedure, corresponding to linear fracture mechanics methodology, llowever, the acceptance criteria is based on the lower bound of the static crack initiation test results (K ),

ic which is significantly greater than the crack arrest toughness / reference limit (Kg.) imposed by Appendix 0.

The reported stress intensity factor, which measures the proximity to Linear Elastic Fracture Mechanics failure is defined by the ratios:

for primary stress Kp i

K,P Kic for secondary stress Kn K,0

=

+

p j.

IC TUE CPSES - UNIT 2 LINER ATTACHMENT 1/ ELDS SERVICEABILITY Joe No 0218-023 PA U

MN

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where, Kp= the calculated stress intensity factor for the primary i

stress, o p Kna the calculated stress intensity factor for secondary strCss, OQ P

= the plasticity correction factor for secondary stress, on The upper bound of these rat'os, applicable for overcooling conditions is established for the following data:

the permissible primary bending stress for factored loading OP = Sb = 29 ksi (see Table on page 8-2) the total secondary bending stress, including welding residual stress o

=

60 ksi (see page 7-11) w and l

the thermal stress Oth = 29,7 ksi (see page 7-7)

The fracture toughness to crack initiation @50"F 158.63 ksi in /2 (see page 5-6) i K ie

=

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i The reported linear clastic stress intensity factors for the flaw (a =

0.25), using only clastically calculated stresses, primary op and secondary GQ are :

Kp 1.411(op) a /2 t

i K,P

=

=

K le 158.63 kP

= (1.4111(29)(0.25)t/2 = 0.129 158.63

and, K

(1.411)(89.7)(0.25)t/2 in K3e 158.63

where, K,9

= the clastically calcuated value of K,9 for p = 0 The plasticity corrective factor, p is determined for the reported plastic yielding load defined by the ratio:

Up Lr hipSy

where, op Sb

= 29 ksi

- the permissible stress,

=

S 60 ksi the assumed yield strength @ 50 F,

=

y Alp = 0.881

- the flaw shape plastic factor calculated on page 6 8 TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY A

JOG NO 0218-023 PAGr '

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I i

i Lr

=

29

=

0.55 o 0.8 (0.881)(60)

The plasticity correction factor parameter is L ( Kr )

0.55 ( 09)

(0.55)(89.7) 1.7 x =

=

=

=

(K,P)

(op)

(29) for the equation of Fig. A4.1-CEGB Doc. R/H/R6 [3.2) 0.1 x '7 8 4

- 0.007 x

+

0.00003 x 0

2 5

Pi

=

P = Pi 0.126 for Lr <= 0.8

=

The reported stress intensity factor for secondary stress is:

Kr Kr

+P 0.399 + 0.126 = 0.525

=

=

and the sum yields p

Kr Kr

+ Kr 0.525 + 0.129

= 0.654

=

=

The general curve of " Failure Assessment Diagram", which is applicable for the analysis of the SA537, Class 2, carbon manganese steel insert plates, is reproduced on page 7-20 from CEGB. Document R/H/R6, Revision 3, Fig. 6.1

[3.2].

TUE CPSES - UNIT 2 LINER ATTAC}DiENT WELDS SERVICEABILITY

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=

i On this curve are indicated:

The reported stress intensity factor for secondary stress -

h = 0.525 and L,(A) = 0 Point A -

The reported sum of stress intensity factors for primary and secondary stresses - Point B - K, = 0.654 and Lr(s) = 0.55 The plasticity correction factor p = 0.126 The available reserve for factor for the increase of the permissible primary stresses, in the presence of the secondary stresses due to welding Ow=

60 ksi and overcooling event Oth = 29.7 ksi is determined by the intersection Point C on the Failure Assessment Curve. The graphical solution is specified in CEGB Document R/II/R6, Fig.12.2 [3.2].

The reserve factor is defined as t

P.

the load which would produce limiting condition

=

the applied load in the assessed condition and is equal to Lr(c) 0.92 F'

1.67

=

=

=

Lr(s) 0.55 TUE CPSES - UNIT 2 LINER ATTACRMENT WELDS SERVICEABILITY g

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THE GENER AL _ FAILURE ASSESSMENT DIAGR AM (OPTIOl'.1 )

FIG. 6.I'

[3.2,]

DETERMINATION OF LOAD RESERVE FACIOR FOR TIIE OVERCOOLING EVENT:

Lr(c) 0.92 L

F

=

1.67

=

=

L (s) 0.55 i

R e ferenee: " ASSESSMENT OF TIIE IN'EGRITY OF STRUCIURES CONTAINING DEFECTS ", CEGB Doc. R/II/R6 - Rev. 3, United Kingdom,1986 TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY j

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e 8.0 ANALYTICAL QUAIIFICATION FOR FRACTURE TOUGIINESS CRITERIA UNIT 2 The fracture toughness analytical qualification of the liner insert plates is determined by the compliance of the design calculated stresses, with the f(O;:nments for the " Fracture Toughness Criteria",

of Appendix G, Mwli m.s Section 111(3.1.2].

The analytical [4t:4%' t, ocedure is indicated in the flow chart on page 4 2.

The determination of the permissible / acceptable stress for the fracture toughness qualification is explained in Sections 5, 6 and 7.

The acceptable primary stresses membrane and bending stress are determined for the reference fracture toughness of SA 537, Class 2 plates at the lowest service metal temperature, as indicated per the design specification. The vaiues of the reference fracture toughness (Kg, ), are estimated in Section 5.2, in accordance with the ASME code, Appendix G procedure [3.1.2].

The acceptable plate stress limits at the wcld toe, are obtained using the previously-established equations for the permissible membrane and bending primary stresses ( Section 7.3 ). These stress limits are imposed for the verification of the existing insert plate stress calculation, included in the design analysis. The design stresses shall not exceed the acceptable limits separately and combined by the linear interaction equation. The acceptable stress limits are listed in the following table.

Applying the Failure Analysis Diagram procedure of CEGB Document R/II/R6 [3.2] it is demonstrated that the established acceptable primary stresses for factored loading Sb = 29 ksi, are compatible to prevent the crack initiation during the design overcooling event after an accidental overheating inside the containment.

j.

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ACCEPTABLE PRIMARY STRESSES ATINSERT PLATE WELD TOE Fracture Toughness Criteria :

Appendix 0 ASME code, Section Ill.

Plate SA 537, Class 2, SMAW E80818 C1.

Welding Residual Bending Stress ( o, )

60 ksi.

PRIMARY STRESS (ksi)

ACCEPTABLE S17tESS (ksi) p LOAD CATT.OORY

@ 500 F

@ 700 F

@ 1200 F type equation Kg, = 73.014 K g, = 88.614 Kg = 154.45 ksl(in)0.5 ksl(in)0.5 kal(in)0.f.

memb.

S

= 0.493Kg,.20.88 15.178 22.807 55.264 m

rane SERVICE bending Sb = 0.709Kg,. 30.00 21.767 32.827 79.505 HYDROTESE meuth.

SmF = 0.658Kg, 27.84 20.203 30.468 73.788 rane FACTORED bending SbF

• 0.945Kla

• 40.00 28.998 43.740 105.955 The design stresses - om (membrane stress) and ad (bending strecs),

shall, in addition, meet the interaction equation requirement :

(om)

( Ob )

+

<=

1.0

( Sm )

(S )

b nals.: the LOAD COMBINATIONS for Service Conditions and Factored Conditions are defined in the CPSES Containment Liner and l

Penetration Design Document DBD CS-074, Rev.2, 4/13/89 [1.11 l

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The verification of the evaluated stresses by the design analysis, will be performed in two stages:

(a) the screening of the design maximum principal stress at the center point of the plate elements adjacent to the attachment welds to Verify that these stresses do not exceed the permissible limits, l

including the interaction condition.

(b) the calculation of the weld toe flaw normal stress, which will be used for verification if the available design maximum principal stress in the weld region, exceed the permissible limits.

The refined stress calculation at the weld toe is recommended, considering the very conservative approach included in the used design computer program results for the evaluation of the tensile stress, acting perpendicular to the _ postulated weld longitudinal surface flaw.

PRELIMINARY VERIFICATION The primary stresses in the insert plates in the welded regions of different support are listed in Appendix A.

The listed maximum principal stressed have been determined in the liner design qualification calculations performed by Stone & Webster [2.6) [2.7].

The validation of these calculations for the installed supports on CPSES Unit 2 is in course of preparation.

The preliminary comparison of these calculated primary principal stresses with the established permissible limits, to assess the integrity of the insert plates with potential flaws, reveals the following:

(a) All the uplifting stresses are less than the permissible limits for normal service and factored service.

(b) The membrane stress induced during hydrostatic test at the minimum temperature T=500F, superposed to all other loading conditions of DBD-CS-074, is within the. permissible limit.

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(c) The occurrence of overcooling event at 50 F, after the i

accidental overheating at 280'F, does not exceed the loading capability to prevent the crack initiation of the installed insert plates with potential postulated flaws.

A detailed verification of the insert plate design stresses of different supports and at different elevations, is presented in the attached Appendix A, " Integrity Assessment of Liner Insert Plates with Potential Weld Flaws".

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9.0 CONCU1310NS The presented serviceability analysis of the installed insert plates, without non destructive surface examination of the attachment full penetration welds, demonstrates their structural integrity under all the design loading combinations. The available fracture toughness of the SA 537, Class 2 insert plates at the lowest service metal temperature, provides the protection to arrest any potential surface flaw with a length of upto 1.5" and a depth of 0.25". The calculated stresses at the weld toe in the insert plates, for all design loads and innperatures, are within the acceptable limits established, based upon the freuure mechanics procedure of ASME Code,Section III, Appendix G [3.1.2].

The non destructive surface examination, with an acceptable linear indication of a maximum of 0.5", imposed by Addenda 78 of FSAR on all non redundant welds of the 107 supports installed under the spf.ng line, will provide the confident quality assurance for all the 304 insert plates, fabricated in the same conditions by CBl.

The justification of this integrity assessment, based upon the analytical qualification and partial weld inspection, is consid: red to address all concerns expressed by NRC.

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10.0 RFFERENCFS (1.1) CPSES - Unit I and 2

" Containment Liner and Penetrations",

Specification DDD CS 074, Revision 2, 4/13/89.

(1.2) Gibbs & 11111 : RB Containment Liner Details, Sheet 1 to 4

1. 2323-SI-0511, Rev.5, 3/22D7 and

1. 2323-S4 0514, Rev.4, 10/26D7.

(1.3) CBI Welding Procedure Specification WPS E8018 Cl-74-2427/B, Rev.4 3/15/77.

(1.4) CBI Miscellaneous inserts Detail Drawings.

1. 74 2427-U, 74,2428-U, 5/26/77 (1.5) Brown & Root Support Drawings.

(1.6) CBI Inspection Report Pkg. #18902 CBI 02 TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY MBNo 0218-023 PAGE O

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REFERENCES (Cont.)

(2.1) Stone & Webster Calculation: " Reactor Containment Building Liner Liner Insert Plates", #16345 CS(B) 026, Rev.2, 5/5/1989.

(2.2) Stone & Webster Calculation: " Reactor Containment Building Over-lay Plates", #16345 CS(B) 027, Rev.0, 9/25/1977.

(2.3) Stone & Webster Calculation: " Reactor Containment Building Liner Analysis," #16345/6 CS(B) 028, Rev.1,10/31/88.

(2.4) Stone & Webster Calculation: " Containment Liner Attachment Material Toughness", #16345 CS(B) 007. Rev.0,11/22/1989.

(2.5) Stone & Webster Calculation: " Fracture Mechanics Evaluation of Liner Indications in Attachment Plates to Liner Inserts",

1. 16345 CS(S) 618, Rev.0, 6/14/1989.

(2.6) Stone & Webster Calculation: " Reactor Containment Liner Insert Plate Qualification", #16345 CS(S) 581 Rev.0,10/30/1989.

(2.7) Stone & Webster Calculation: "RCB Modification of Liner Insert Plates", #16345-CS(S)-558, Rev.1, 4/7/1989.

(2.8) Stone & Webster Calculation: " Fracture Mechanics Evaluation of Full Penetration Attachment Welds to Liner Inserts", # 16345 CS(B).

472, Rev.0, 5/9/1989.

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en nine,, 7 REFERENCES (CcD}

(3.1) ASME Beller & ' Pressure Vessel Code.1978 Edition.

3.1.1 Section 11 Material Specifications 3.1.2 Section til Nuclear Power Plant Components 3.1.3 Section IX Welding and Brazing Qualification 3.1.4 Section XI In Service Inspection of Nuclear Power Components (3.2)

" Assessment of the Integrity of Structures containing Defects,"

Rev. 3, Central Electricity Generating Board, Report R/II/R6, United Kingdom, 1986.

(3.3) llarvey, J.F.: " Theory and Design of Pressure Vessels", Van Nostrand Reinhold, New York,1985.

(3.4)

Ewalds, II.L. and Wanhill, R.J ll. : " Fracture Mechanics", Ed Arnold, London, U.K.,1985.

(3.5)

Brock, D. : " Elementary Fracture Mechanics", 4th Edition, M.

Nighoff Publishers,1986.

.(3.6)

PVRC " Recommendations on Toughness Requirements for Ferritic Materials", WRC Bulletin 175, August 1972.

(3.7)

Jones, R. L. : " Applications of Fatigue and Fracture Tolerant Design Concepts in the Nuclear Power Industry". ASTM, STP-761-1980 (3.8)

Newman Jr., J.C. and Raju, l.S. : "An Empirical Stress Intensity Factor Equation for the Surface Crack", Engineering Fracture Mechanics, Vol.15, No.1-2, pages 185-192,1981.

(3.9)

Kumar, V. et. at:

" Development of a Procedure for Incorporating Secondary Stresses in the Engineering Approach," EPRI Report NP-3607, Palo Alto, CA.,1984.

(3.10) Yoon, K.K. et al:

" Application of the Failure Assessment Diagram to the Evaluation of Pressure - Temperature Limits for a Pressurized l

Water Reactor, " Journal of Pressure Vessel Technology, Vol.107, I

pp.192196, May 1985.

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REFERENCES (Cont 3 (3.11) Lundin, C.D. : " Fundamentals of Weld Discontinuities and Their Significance", WRC Bulletin 295, June 1984.

(3.12) AASHTO - Guide Specifications for Fracture Critical Non-P.edundant Steel Bridge Members,1978, through revision of 1989; American Association of State Highway and Transportation Officials, Washington,D C.

(3.13) ASM Metals Handbook, 9th Edition 3.13.1 Volume 6

" Welding, Bro. int and Soldering",

Metals Park, )hio,1983.

Volv.

11

" Failure Analy;is and Prevention",

3.13.2 Metals Park, Ohio,1986.

3.13.3 Vo

e 17 "Non Destructive Evaluation & Quality Control, Metals Park, Ohio,1989 TUE CPSES - liNIT 2 LINER ATTACHMENT WELDF SERVICEABILITY A_,,,

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l APPENDIX A Liner Insert Plates With Potential Weld Flaws - Inlecrity Assessment:

1.

==

Introduction:==

Desien Criteria:

The containment liner insert plates had been qualified for the various loading conditions described in CPSES procedure DBD-CS-07411.1].

However,if the postulated crack due to welding occurs, different permissible stresses need to be used. The analysis method under this situation does not change, thus the analysis results remain the same.

Moreover, the loading combine.tions which have to be used are less in number as will be discussed later.

Fracture Touchness Criteria Accentable Stresses The acceptable primary stresses considering the protection against cracking are determined in Section 8 of Impell Report " Liner Attt.rhment Welds Serviceability". The determined limits are indicated in the taisto of page A2.

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ACCEPTABLE PRIMARY STRESSES ATINSERT PLATE WELD TOE Fracture Toughness Criteria :

Appendix 0, AShE code,Section III.

Plate SA 537, Class 2, SMAW-E80818-CI.

Welding Residual Ber%.n Stress ( o, )

60 ksi.

PRIMARY STRESS (ksi)

ACCEIFTABLE STPISS (ksi)

LOAD CA113 GORY

@ 500 F

@ 700 F

@ 1200 F typc equation Kg, = 73.014 Kg, = 88.614 Kg, = 154.45 ksl(in)0.5 ksl(in)0.5 kal(in)0.5 memb-S

= 0.493Kla 20.88 15.178 22.807 55.264 m

rane SERVICE bending Sb

= 0.709K 30.00 21.767 32.827 79.505 l

IlYDROTI:ST memb-SmF = 0358K, 27.84 20.203 30.468 73.788 3

rane FACIORED

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e 2.

Desien Load Combinations Critical Category for Structure Touchness Accentance:

CPSES procedure DBD CS-074 [1.1) requires the containment liner, insert plates and overlay plates be qualified based on the following loading cases:

Service Load Combinations:

Construction Category l

D + L + To LC 1 l

Test Category l

l D + L + 1.15 Pa + T + Rt LC 2 t

Normal Category D + L + To + OBE + Ro + Py LC-3 D + L To + W + Ro + Py LC-4 Factored Lond Combinations:

Abnormal Category 1

D + L + Pa + Ta + Ra LC 5 Extreme Environmental Category l

D + L + To + Wt + Ro + Py LC-6 D + L + To + SEE + Ro + Py LC-7 i

I Abnormal - Severe Environmental Category l

D + L + Pa + Ta + 0BE + Ra + Y LC-8 D + L + Pa + Ta + W + Ra + Y

. LC-9 D + L + To + OBE + Ha LC-10 D + L + To + W + Ha LC-11 TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY Joe No 0218-023 PAO

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1 Abnormal Extreme Environmental Category D + L + Pa + Ta + SSE + Ra + Y LC 12 These twelve loading cases should be used to evaluate the liner and plates.

However, the stresses at certain sections of the liner plates should be compared to the stresses allowed with the existence of a potential crack.

The following is a discussion of the criticalload cases which need to be considered for such situations.

Load Case 1 (LC 1) can be neglected since LC 3 or LC-4 produce higher results; similarly LC-4 produces lower results than LC-3 since wind load is lower than Operating Basis Earthquake loads - thus LC-4 can be neglected.

Load Case 5 can be neglected since LC 12 produces highet t-sults.

Similarly LC 0 produced lower results than LC-7 since wina load in lower than Safe Shutdown Earthquake thus LC-6 can be neglected.

Furthernwre, LC 7 produces lower results than LC 12, and can be neglected.

Load Cases 8 and 9 need not be considered since the temperatures for these 0

load cases is higher than 120 F which provides for a higher toughness value and causes no reduction in allowable stress. Finally, lead cases 10 and 11 can be neglected because the hydrostatic pressure is lower than the pressure (Pa) for the other load cases.

Therefore, the three load cases that need to be considereo are:

Service Category (LC-3)

D + L + To + 0BE + Ro + Py Test Category (LC-2)

D + L + 1.15 Pa + T + Rt t

Factored Category (LC 12)

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Normal Service:

The membrane stresses for the service category load case LC-3 consist of dead end line load, temperature, Operating Basis Earthquake, and negative internal pressure. The temperature component need only include the summer temperature gradient because the winter gradient causes compression in the liner. The negative internal pressure can be ignored because it causes compression in the liner or can be subtracted to reduce the total membrane stress. The bending stresses are caused by the attachment loads resulting from similar loading conditions as the membrane.

Testine Catecory:

The membrane stresses for Test Category load case LC 2 involves dead load and line load,1.15 times the containment design basis accident pressure, the temperature associated with the pressure test with 40 F maximum gradient. The bending stresses are caused by the attachment loads due to the displacement of the containment building at the test pressure.

Factored Catecorv:

The components of the factored category load case LC 12 can be modified to represent the actual condition at which the highest stresses take place.

These conditions consist of dead and live load, pressure of 20 psi at which the Containment Spray system is activnted, and Safe Shutdown Earthquake loads. The bending stresses are caused by the attachment loads resulting from similar loading conditions as the membrane.

Overcooline Event:

The stresses developed in this category result from the contact of the fluid from the Containment Spray System with the insert plates which have heated up due to the design basis accident. The minimum temperature of the fluid would be at 50T, while the insert plate would be at a temperature of 280T. Such an event would be considered with the factored category.

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3.

Critical Stress Determination:

Pressure:

The computation of stress, due to pressure, in the liner insert plate is made using the shells of revolution membrane stress equation ( o = PWt or PW2t, etc.).The thickness used comprises of an equivalent thickness consisting of the insert plate thickness plus the area per unit length of the existing concrete reinforcing steel of the saction at the insert plate. The radius is measured to the center of the concrete section. The following are the stresses in the insert plate due to pressures during spray activation and hydrostatic tests.

PRESSURE = 20 pai PRESSURE = 57.5 psi SECTOR HOOP LONGITUDINAL HOOP LONGITUDINAL (ksi)

(ksi)

(ksi)

(ksi)

I 5.8 2.9 16.7 8.3 II 5.8 2.9 16.7 8.3 III 5.8 2.9 16.7 8.3 IV 5.8 2.9 16.7 8.3 V

5.8 2.9 16.7 8.3 VI 5.0 5.0 14.4 14.4 (dome)

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Uplifting Primnrv Stress:

The uplifting prbnary stresses are obtained from analysis of the insert plates under mechanical loading application. Only the stresses near the critical gusset locations need to be considered for evaluation using the fracture toughness criteria.

The primary uplifting stresses in the insert plates in the welded regions of different supports are listed in the tables on pages A12 and A13. These maximum principal stresses have been determined in the liner design qualification calculations performed by Stone & Webster [2.6][2.7]. The validation of these calculations for the installed supports on CPSES Unit 2 is in course of prepacation.

.fhCJmnl Transients:

Thermal transient stresses can be divided into normal and factored. The normal thermal transient stress is due to the temperature condition which causes tension in the liner, and that is when the temperature outside the containment is higher than that inside - such is the summer temperature condition. The following are the stresses in the insert plate due to the summer temperature condition:

SECTOR HOOP LONGITUDINAL (ks0 (ksi) 1 2.7 compression

!I 2.7 compression III 1.2 2.1 IV 0.66 1.9 l

V 0.82 2.1 VI 1.0 3.5 (dome)

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. The factored thermal transient is due to overcooling. The stress developed is calculated using the thin wall vessel formula:

O h = (aEATV (2(1 v)) = (6.6 x 27.4 x (280 50))/(2(1-0.8)) = 29.71 kai t

Buildinc.Ilner Seismic Interactinnt The stresses in the liner can also develop due to the strain in the concrete surface at the liner The loads that can induce such stresses are dead, live, temperature and seismic. Stresses due to dead and live load are negligible.

Temperature stresses have been discussed earlier, The following are stresses in the insert plate due to Safe Shutdown Earthquake listed by sector:

I SECTOR HOOP LONGITUDINAL (ksi).'

(ksi)

I 2.3 7.0 V

II 0.5 7.8 l

III 0.5 6.0 IV 0.5

- 4.9 l

V 1.4 3.5 y

-VI 2.0 -

2.5 (dome)

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4.

Fracture Touchness Criteria Qualification:

Normal Service Catecorv:

The following is a qualification of a sample ofinsert plates from different '

sectors, the maximum bending stress of the sample is used in the chosen sector, The Operating Basis Earthquake effects on the liner are conservatively taken as the Safe Shutdown Earthquake.

Acceptable Stressesr Bending = 21.767 kai Membrane = 15.178 ksi Sector Support Bending IR -

Membrane IR Total b

m Stress Stress IR (ksi)

(ksi)

III CT.1074-402-C82R 5.372 0.2r-8.1 0.53 0.78 IV CT 1029 014-C82R 3.974 0.18 6.3 0.42 0.60 V

CT.1-049-403-C82R 10.9 0.5 5.6 0.37 0.87 VI CT.1-034-414-C92A 8.594 0.40 6.0 0.4 0.80 (dome) l l

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I Testina Category:

The following is a qualification of a sample ofinsert plates. Even though the bending stresses should only include the attachment loads due to the displacement of the containment building during testing, the stresser from the service category will be conservatively used which include such displacement loads. Furthermore, the liner temperature during testing should be 707 with the normal temperature variation of 407,i.e.,(507-1107) being used.

Acceptable Stresses:

Bending = 43,74 ksi Membrane = 30.468 kai Sector Suppnt Bending IRb Membrane IR -

Total m

Stress Stress IR (k si)

(ksi)

III CT 1074-402-C02R 5.372 0.12 17.9 0.59 0.71 IV CT 1029-014-C82R 3.974 0.09 17.36 0.57 0.66 V

CT 1049-403482R 10.9 0.25 17.52 0.58 0.83 VI CT 1-034-414-C92A 8.594 0.20 17.9 0.59 0.79 (dome)

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Factored Catuorv:

I a

The following is a qualification of a sample ofinsert plates for the factored category. The stresses induced in the plates are mainly due to Safe Shutdown Earthquake,20 psi pressure, fluid transient and 50 F temperature in the liner.

Acceptable Stresses: Bending = 29.0 kai Membrane = 20.203 ksi Sector Support Bending IRb Membrane IR,

Total Stress Stress IR (ksi)

(ksi)

III CT 1074 402.C82R 6.021 0.21 11.0 0.54.

0.75 IV CT.1029-014.C82R 10.894 0.38 9.7 0.48 0.86 V

CT.1049 403.C82R 14.045 0.48 8.5 0.42 0.90 VI CT.1034 414 C92A 11.664 0.40 11,0 0.54 0.94 (dome) 1 1

5.

. CON.0LUSION The qualification of the containment liner insert plate can be achieved despite the existence of the postulated weld flaw crack. However, the permissible stresses vary depend' I on the load category and liner temperature. The membrane stre ses can be reduced further by determining the exact location of the insert plate (e.g., height) and the stress acting perpendicular to the postulated flaw at that location.

TUE CPSES - UNIT 2

/

LINER ATTACHMENT WELDS SERVICEABILITY Joe No 0218-023 PAG 0

tJT 4/p/cn WW prfo>/4 ;

cat.c NO 0218-SQ-0030 CONT ON REV BY DATE CHECKED DATE ABB impell Corporation ATTACHMENT A

/) / L.,

e 1

INSERT PLATE MAXIMUH PRINCIPAL STRESSES AT Tile ATTACHMENT WELDS REGION MAX 1 HUM PRINCIPAL STRESS (pst)

LOCATION ATT. NO.

SUPPORT NO.

NORMAL SERVICE ABNORMAL / EXTREME SECTOR A241 CT-1-074-402-C82R 5.372 6.021 I

A264 CT-1-04 6-4 03-C8 2R 1.276 2.043 V

1765 CT-1-044-412-C92A NOT IDENTIFIED 881 DOME B398 CT-1-033-403-C82A 816 2.049 V

A259 CT-1-049-403-C82R 10.900 14.045 V

A1775 CT-1-048-033-C92R 2.243 4.783 V

B395 CT-1-029-014-C82R 3.974 10.894 IV A266 CT-1-049-419-C82R 2.262 3.777 V

B401 CT-1-031-403-C82A NOT IDEN'41FIED 15.054 V

A227 CT-1-014-433-C72S 1.828 2.644 III B397 CT-1-034-016-C82R NOT IDENTIFIED 12.468 V

A265 CT-1-048-403-C82A 472 633 V

A258 CT-1-044-403-C82A NOT IDENTIFIED 5.954 V

A236 CT-1-042-401-C82A 2.191 4.276 IV

-A275 CT-1-049-415-C92A NOT IDENTIFIED 4.811 DOME A267 CT-1-048-700-C82K NOT IDENTIFIED 13.310 V

B298 CT-1-026-401-C82A NOT IDENTIFIED 1.576 IV SOURCE:

Stone & Webster Calculation: "RCB Modification of Liner Insert Plates".

f16345 - CS(S)-558. Rev. 1. 4/7/89 ACCEP. TABLE MARGINAL UALITY INIT. '#

0 O' DATF

1. ext' 39 FA6E5 TUE CPSES - UNIT 2 LINER ATTACHMENT WELDS SERVICEABILITY joe NO 0218-023 PAG f) 7 4/3 >/S J'/71 AJ/ai/ 6) cAtc NO 0218-SQ-0030 CONT ON REV BY DATE CHECKED DATE ABB tmpell Corporation ATTACHMENT A

/} /3 l

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9 e

INSERT PLATE MAXIMUM PRINCIPAL STRESSES AT THF ATTACEMINT WELDS REGION ATT. No.

SUPPORT No.

MAXIMUM PRINCIPAL'STRFSS losil 14 CATION NORMAL SERVICE

' ABNORMAL /EITREME SEC"POR A297 CT-1-049-003-C92R 4.025 5.895 DOME A232 CT-1-074-405-C82R NOT IDENTIFIED 3.035 V

B387-1 B387-2 CT-1-013-405-C82S 2.814 3.648 y

1681 B408 CT-1-029-403-C82A 2.060 5.214 y

1684 CT-1-034-414-C92A 8.594 11.664 DOME 1683 CT-1-031-414-C92A 5.740 16.469 DOME 1771 CT-1-044-005-C92R 3.007 3,159 DOME 1682 CT-1-029-415-C92A 497 1.322 DOME g

B439 CT-1-033-414-C92A 4.296 21.110 DOME 1635 CT-1-048-411-C92A 2.03, 2.750 DOME 1685 CT-1-046-410-C92A 3.038 10.225 DOME 1626 CT-1-031-005-C92R NOT 1737 CT-1-021-003-C92R 1.428 DOME 1591 CT-1-031-011-C92S IDENTIFIED B390-1 CT-1-013-004-C82S NOT 4.771 IV B390-2 IDENTIFIED SOURCE:

Stone & Webster Calculation: Reactor Containment Liner Insert Plate Qualification" fl6345-CS(S) - 581. Rev, 0, 10/30/89 TUE CPSES - UNIT 2 l

LINER ATTACHMENT WELDS SERVICEABILITY xae no 0218-023 PAGE b

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