ML19282A987

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Forwards Applicants Testimony Responding to ASLBs 790119 Question Re Stability Criteria for Containment Vessel Design.Witness Will Testify on 790221.W/related Correspondence,Design Specs & Svc List Encl
ML19282A987
Person / Time
Site: Black Fox
Issue date: 02/13/1979
From: Gallo J
ISHAM, LINCOLN & BEALE
To: Purdom P, Shon F, Wolfe S
DREXEL UNIV., PHILADELPHIA, PA, Atomic Safety and Licensing Board Panel
References
NUDOCS 7903080579
Download: ML19282A987 (46)
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Text

{{#Wiki_filter:NRC Pung C DOCUMENT % y y-O ,,4 ,3 ISHAM, LINCOLN & BEALE cyp [ COUNSELORS AT LAW f ON E FIRST N ATIONAL PLA7 A FORTY-S ECOND FLOOR g CHICAGO,lLLINOIS 60603 's 1 TELEPHONE 312-786-750 0 TELE x: 2-52 88 WASHINGTON OFF.C E g / 1050 17? ST R E CT, N. W. Srs CNm rtOoR We ' INGTON. O. C. 2 C O3e 202-8443-9730 February 13, 1979 Sheldon J. Wolfe, Esquire Mr. Frederick J. Shan, Member Atomic Safety and Licensing Atomic Safaty and Licensing Board Panel Board Panel U.S. Nuclear Regulatory U.S. Nuclear Regulatory Commission Commission Washington, D.C. 20555 Washington, D.C. 20555 Dr. Paul W. Purdom, Director Environmental Studies Group Drexel University 32nd and Chestnut Street Philadelphia, Pennsylvania 19104 Re: In the Matter of the Application of ) Public Servica Company of Oklahoma, ) Docket Nos. STN 50-556 Associated Electric Cooperative, Inc. ) STN 50-557 and ) Western Farmers Electric Cooperative ) ) (Black Fox Station, Units 1 and 2) ) Gentlemen: I am enclosing copies of Applicants' testimony which is submitted in response to the Licensing Board's questions concerning stability criteria for containment vessel design (see the Licensing Board's Order of January 19, 1979). The witnesses are Mr. David Guyot of Black & Veatch Consulting Engineers and Messrs. Miller and Hagstrom of Chicago Bridge & Iron Co. They will be presented to testify, as indicated in the schedule provided by Mr. Davis, on Wednesday, February 21, 1979. Mr. Vaughn Conrad of Public Service Company of Oklahoma will take the stand as an additional witness on Contentions 16 and 3 and Board Question 5-1. His testimony will consist of the enclosed letter, which was previously served on all parties in this proceeding. The letter, dated February 2, 1979, was sent to the NRC Staff for the purpose of embodying Applicants' commitment related to the methodo-logy to be used for combining loads that occur when multiple safety relief valves actuate. The letter is submitted as 79030805 77 9

a testimony to complement the February 5, 1979 testimony of Messrs. Fields, Kudrich and Thomas of the NRC Staff on the same subject. Sincerely, soph Gallo One of the Attorneys for the Applicants JG/ sag Enclosures cc w/encs.: Service List

NRC PUBLIC DOCUMENI itOOM 58E8 h V, NUCLEAR REGULATORY COMMISSION f,EOg 1370 p 1 UNITED STATES OF AMERICA 4 9 a;G 1 5* BEFORE THE ATOMIC SAFETY AND LICENSING BOARD _ W A W ) In the Matter of ) Docket Nos. STN 50-556 ) STN 50-557 Public Service Company of Oklahoma, ) Associated Electric Cooperative, Inc. ) and Western Farmers Electric ) Cooperative, Inc. ) ) (Black Fox Station, Units 1 and 2) s TESTIMONY OF C. D. MILLER, J. HAGSTROM AND D. F. GUYOT CONCERNING SHELL STABILITY February 13, 1979 'l ti ; ; I '. ' O

l s f TESTIMONY OF C. D. MILLER, J. HAGSTROM AND D. F. GUYOT CONCERNING SHELL STABILITY My name is Clarence D. Miller and I reside at 846 I am employed Santa Maria Drive, Naperville, Illinois 60540. as Director of Structural Research for Chicago Bridge & Iron In my capa-located at Oak Brook, Illinois. Company (CBI) d city as Director of Structural Research, I have develope structural stability criteria used by CBI to design contain-ment vessels, space simulation chambers and offshore drill-I have also reviewed the structural criteria ing platforms. to be used in the design of the containment vessel for the A detailed statement of my professional Black Fox Station. qualifications is included as Attachment I to this testimony. My name is Jon Hagstrom and I reside at 317 Hudson I am employed as Avenue, Clarendon Hills, Illinois 60514. Manager of Special Structures Design for Chicago Bridge & The contain-Iron Company located at Oak Brook, Illinois. ment vessel for the Black Fox Station is being designed and A statement of my engineered under my direct supervision. professional qualifications is included as Attachment II to this testimony. My name'is David F. Guyot and I reside at 10315 I am Project Engineer, Long Street, Overland Park, Kansas. Structural Systems, for the Black Fox Station project within a the Civil Structural Engineering Department at Black & Veatch consulting Engineers in Kansas City, Missouri, Arch-itect/ Engineering firm employed by Public Service Company of j, q bII uun

e a 1 A statement of my professional background and Oklahoma. qualifications has already been made a part of the record in this case in connection with testimony on Board Question 12-3 and Contentions 3 and 16. The purpose of this testimony is to respond to the questions of the Licensing Board set forth in its Order of January 19, 1979. Specifically, the Licensing Board posed three questions concerning a preliminary report by Drs. Masri, Seide and Weingarten entitled, " January 3, 1978 Progress Report for ' Buckling Criteria and Application of Criteria to Steel Containment Shell' (fRS-77-8)" (hereinafter referred to as the " Preliminary Report"). BACKGROUND The steel containment vessr,1 for Black Fox Station (BFS) as specified in Subsection 3.8 of the BFS PSAR is being designed in accordance with the American Society of (ASME Mechanical Engineers Boiler and Pressure Vessel Code Code) Section III, Subsection NE. CBI is designing the steel Containment vessel and its appurtenances for the Black Fox Station. The Applicants, through Black & Veatch (B&V), have prepared the design spacification required by Paragraph NA-3250 of the ASME Code for use by CBI in their design of the Black Fox Station steel containment vessel and its This design specification establishes the appurtenances. These ninimum requirements for the design of the vessel. requiraments include the identification of the load defini- ~ tions and the establishment of appropriate load combinations 1 and related acceptance criteria, including as set forth in Attachment III of this testimony, the criteria to be employed in assessing structural stability. CBI is performing the required analyses and design activities to configure the steel containment vessel which CBI will comply with the Applicants' design specification. upon completion of their on-going design activities will prepare and submit at ASME Stress Report in accordance with Article NA-3350 of the ASME Code. ss BOARD OUESTIONS_ The first question asked by the Licensing Board in s Order concerns the status of any evalu-its January 19, 1979 ation of the Preliminary Report by the NRC Staff, and as such is more appropriately answered by the NRC Staff. The Licensing Board's second question was: (at pp. 2 and 3) is severely The report critical of two out of three predictive "b. methods specified through Regulatory Guide 1.57 and ASMZ Code limits NE-3224 Are the criticized methods to Isic). be relied upon in the design of BFS?" As indicated in Amendment 12 of the PSAR for the Black Fox Station (response to NRC Staff question 130.22), the design of the containment vessel will not employ the two methods criticized by the authors of the Preliminary Report, h, the first and third methods described on Pages 2 and The acceptance criteria for assessing the structural 3. stability of the BFS containment vessel is based on the use it of the classical linear analysis method and the appropr a e .,i Iki i 9 't

margins which reflect the differences between theoretical This is the second method and actual load capacities. described in the Preliminary Report. The Preliminary Report refers to ASME Code Sub-It appears that the more appropriate Paragraph NE-3224. reference is Subparagraph NE-3222 of the 1977 edition of the It should be noted that the CBI design effort on ASME Code. the BFS containment vessel was commenced in mid-1976 based on a letter of intent executed by CBI and B&V on behalf of At that time, the 1974 the Applicants in November 1975. edition of the ASME Code, Paragraph NE-3130 was in effect and that Paragraph of the ASME Code was and is being used The 1977 in the design of the BFS containment vessel. edition of the ASME Code did not become effective until July 1, 1977, approxiuately 12 months months after the design work had commenced on the BFS containment vessel. The final question posed by the Licensing Board was: Has the buckling stress for BFS been determined by the method set foI+.h in "c. Section 5, pp. 4 and 5, of the report? If so, how does it compare with values determined by otMr methods?" The design of the BFS containment vessel is in the preliminary stage, and as a result the final stresses for the specified load combinations have not been determined. The stresses will be defined during the final design stage Therefore, it necessarily follows during the FSAR review. tion .that the second part of the I.icensing Board s ques ,g 'd; cannot be answered at this time. -:.:; i

Classical linear analysis is being used in the s The methodology described design of the containment vessel. f in Pages 4 and 5 of the Preliminary Report is one example o CBI is implementing a simi-the classical linear analysis. lar procedure, specifically: The containment vessel is mathematically modelled a. using Kalnins' Shells of Revolution Program which has been proved during verification of the Kalnins' Program to obtain results comparable to finite The element programs such as NASTRAN and SAP 6. Kalnins' Program is based on linear theory. The loads, as specified for the BFS,,are imposed b. on this mathematical model of the conta!nment vessel in accordance with the weguired loading The program provides for axisym-combinations. For the metric and nonaxisymmetric stresses. buckling analysis, the maximum compressive stresses around the azimuth are assumed to act uniformly all the way around, resulting in a conservative

analysis, The maximum stresses resulting from the sum of the c.

static and dynamic loads will be compared to critical buckling stresses using the specified stress interaction equations which include the appropriate factors of safety. The factors of safety being employed in the assess-d 2.4. The . ment of structural stability vary between 2.0 an S ~JN 'MY !!

factor of safety of 2.4 is applied, wherever the critical This factor of buckling stresses are in the elastic range. "The safety is graphically indicated in Figures 1 and 2. safety factor is linearly reduced from 2.4 to 2.0 between the proportional limit and the yield stress of the material. Where the critical stresses approach the yield strength of the material, material failure becomes the controlling fac-The stability tor and buckling is not a consideration. criteria being used and the experimental testing of fabri-cated shells conducted by CBI and other investigators were The considered in the selection of these factors of safety. s fabricated shell tests conducted by CBI considered asym-metric loadings, concentrated as well as uniform loadings, and combinations of loadings all of which induced buckling in shells. The method of analysis accounts for the amplifica-These tion factors on stresses due to dynamic loadings. resulting stresses, however, are treated as equivalent static stresses for comparison with critical buckling This is a conservative approach, since a struc-stresses. ture can withstand stresses due to dynamic loadings that are at least equal to or in many cases greater than critical stresses from statically applied loadings. Figures 1 and 2 show typical test results for cylinders under combined axial load and external pressure. These tests were conducted by Weingarten, Morgan and Seide on unstiffened mylar cylinders and by CBI on, fabricated steel i; Ii s !;M

The diameter to thickness ratio, D/T, for the cylinders. results shown in Figures 1 and 2 ranges between 800 and This ratio for the BFS containment vessel ranges 1600. between 822 and 960. The test results shown on Figure 1 are for unstif-fened mylar cylinders with modulus of elasticity, E, values The test results shown on Figure 2 between 675 and 900 ksi. are for a steel fabricated cylinder with stiffeners with E The buckling stresses are a function equal to 29,000 ksi. and L is of the. imensionless parameter M, where M=L//.5Dt d The values of M for the fabricated the stiffener spacing. cylinder tests are representative for stiffener spacing used on the BFS containment vessel. Figures 1 and 2 show (i) the allowable design stresses for the BFS containment vessel, the related criti-cal stability stresses, and their relationship to the test the calculated classical buckling stresses results and (ii) Figures 1 and 2 illustrate that the for each test cylinder. critical buckling values for the BFS containment vessel are a lower bound of the test results, and in some cases they are considerably less than the corresponding test results. A factor of safety of 2.4 is applied to these conservative critical buckling values to calculate the allowable design values for the Black Fox Station. It is our. opinion the method of analysis enployed for tha design of the BFS containment ves.sel will result in P conservative prediction of stresses and that the stability p '. f. J!? GU

t i criteria employed will result in a safe and conservat ve design. e o 1 a f -e-

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ATTACHNENT I PROFESSIONAL QUALIFICATIONS OF CLARENCE D. MILLER RESIDENCE: Chicago Bridge & Iron Co. 846 Santa Maria Drive Route'59 60544 60540 Plainfield, Illinois Naperville, Illinois EDUCATION: B.S. degree in Civil Engineering, University of Iowa, f M.S. degree in Civil Engineering, Illinois Institute o 1952 Technology, 1966 i i Ph.D level studies in Structural Engineering at Ill no s Institute of Technology (CBI) Chicago Bridge & Iron Co. EXPERIENCE: Engineering Trainee with shop, field and engineering experience in the Chicago Region re-1952-1954 lated to field erected metal shell structures. Responsible for de-Structural Engineer. velopment of elevated water tanks for five years. 1954-1967 New products included both the curved shell and straight shell spheroidal elevated tanks and theCon ing on several of the first new structures b polyspheroid. structures such as supersonic wind tunnels, a space simulation chambers, ocean-going k refrigerated ammonia barge, very large ship tan s

ment, for transporting liquified natural gas, and ves-sels for aerospace testing such as 100 ft dia-meter stiffened sphere. Director of Structural Research.

Respon-1967-present

1) originate and evaluate through analysis sibilities are:

to and test new or modified structures of interest

2) maintain active leadership in the area of CBI; stability of shell structures, participate in technical groups concerned with stability, recom-d mend design rules and conduct tests when considere necessary to support the proposed rules, provide f

technical consultation to other departments o CBIr 'j l 'I$ '. n; :

3) provide company-wide experimental testing services for contract requirements as well as re-search and development activities;
4) maintain outside technical contact and professional society participation in the fields of structural engineering and experimental stress analysis and evaluate new developments for appli-cation by CBI.

The following is a partial listing of resea'rch contracts conducted under my supervision that relate to stability criteria and stress analysis: Stiffened cylindrical shell tests on a steelfabrica 1. of uniform and non-uniform axial load, uniform ex-ternal pressure and radial concentrated loads, Vacuum tests and strain gaging of Dubai offshore 2. storage tank (500,000 bbl.), Analysis of Schwedler-type stiffened dome roof 3.. 4. self-supporting roofs, Develop computer program for dynamic response of 5. Study methods for generating simulated rock motions soil layers, 6. during earthquake, Stresses in a large stiffened roof with umbrella-7. type framing, Determination of buckling loads of large roofs, Strain gage survey of umbrella roof, Develop comp 8. 9. 10. response of buoyant tower, Experimental program for stiffened spherical 11. Computer program for buckling of shells of revolu-

heads, 12.

Evalution of external pressure formulas for stif-

tion, 13.

The effect of out-of-roundness on buckling of fened cylinders, 14. cylindrical shells, Additional cylindrical shell tests, Design of stiffened 15. 16. procedure and computer program), Cylindrical sh 17. Develop computer program for design and analysis axial stiffener, of offshore drilling platforms and buoyant towers, 18. including effects of wind, waves and earthquakes, Model tests of stiffened tubular joints for drill-1.9. Strain gage survey of reinforcement of opening ingall ing platforms, 20. fluted pedestal of 1,000,000 i ..2' 2

LNG spherical ship tank model test, Structural test of cantilever roof framing, 21. Finite element analysis of stiffened cylinders, 22. Axial compression tests on ring-stiffened cylin-23. 24. Concentrated load tests on nozzle in cylindrical

ders, 25.

Earthquake analysis of gravity-type drilling plat-

shell, 26.
form, Development of SAP program, Strain gage and deflection measure 27.

28. diameter loading roof, and 29. Large LNG ship tank design. PROFESSIONAL MEMBERSHIPS: American Society of Civil Engineers, Fellow Society for Experimental Analysis, Member Registered Structural Engineer in Illinois Registered Professional Engineer in Illinois HONORSbCIETIES: Tau Beta Pi, Chi Epsilon OTHER TECHNICAL GROUPS: Structural Stability Research Council (formerly Column Research Council) A Member of the following three task groups and Chair-man of Task Group 22: Task Group 17 - Stability of Shell-like Structures Task Group 18 - Unstiffened Tubular Members Task Group 22 - Stiffened Cylindrical Shells American Petroleum Institute.A Member of the Committee on buckli API RP 2A, Guide for Planning, Designing and Constructing Fixed Offshore Platforms A Member of Technical Advisory Committee of API PRAC Project No.16 on " Local Buckling of Tubular Columns Made of A-36 Steel." American Iron and Steel Institute.A Member of Task Force for A " Buckling of High-Strength Tubular Columns. ', I 5 *i

BOOKS AND PAPERS WRITTEN BY CLARENCE D. MILLER: " Buckling of Axially-Compressed cylinders," Jour-1. nal of the Structural Division, ASCE, Vol. 103, No. ST3, March 1977, pages 695-721. Guide To Stability Design Criteria For Metal 2. Structures, 3rd Ed., Chapters 10 and 18, John Wiley & Sons, 1976. "An Analytical and Experimental Study of Stiffened 3. Tubular Joints With Multiple Branches," Paper No. OTC 2101, Offshore Technology Conference,1974. Pressure Vessels And Piping: Design And Analysis, 4. 1, Chapter Six -- Pressure Vessels Under Ex-Vol. ternal Loads, American Society of Mechanical Engineers, 1972. Annular Disc Foundation For Pedestal Supported 5. Structures, M.S. thesis, Illinois Institute of s _ Technology, January 1966. ," Containment of Refrigerated And/Or Compressed 6. Gases," proceedings for the National Academy of Sciences - U.S. Coast Guard Advisory Committee on Hazardous Materials, conferences on barge trans-portation of chemicals, Charleston, West Virginia, July 28 and 29, 1965. " Elevated Water Tank Defies Tornado," Civil En-gineering, Vol. 29, No.12, December 1957, pages 68-69. 7. " Fabricated Cylindrical Shells Under Combined 8. Axial Compressive Load and External Pressure," CBI Paper, unpublished, March 1978, revised Febru-ary 1979. " Buckling Stresses Of Spherical Shells Under Com-9. bined External Pressure and Axial Compression Or Tension Loads," CBI Paper, unpublished, June 1977. " Buckling Stresses Of Ring and Stringer Stiffened cylindrical Shells Under Axial Compressive Loads," 10. CBI Paper, unpublished, April 1977. " Inelastic Buckling And Post-Buckling Tests Of Tubular Columns Subjected To Combined Axial Load 11. And Moment," CBI Paper, unpublished, December 1 1976. " Design Of Vacuun Vessels With Stiffened Cylin-12. drical Shells And Head," CBI Standard 9107-1, l, unpublished, April 1970. ' d N t: }

ATTACHMENT II PROFESSIONAL QUALIFICATIONS OF MR. JON EAGSTROM I am presently Design Manager of the Special Structures Design Group for Chicago Bridge & Iron Company. I joined CBI in 1961 as a Field Construction Engineer and. In 1966, I became a Design Engineer Detail Drawing Engineer. where I was engaged in the design of special structures, In Primarily petroleum process systems and storage vessels. 1971, I was promoted to Manager of the Oakbrook Stress s I was responsible for the design Analysis Group for CBI. and analysis of nuclear reactor vessels, pressure contain-I assumed my ment vesse'is and other special structures. Present position in 1977. As for my educational background, I graduated from Princeton University in 1961 with a B.S. degree in Civil In 1965, I received an M.S. degree in Engineer-Engineering. ing Mechanics from the Massachusetts Institute of Technology. I am a member of Phi Beta Kappa honorary scholastic society, the Design Division and the subcommittees on Elevated Tem-Perature Design and Design of Shells of the Pressure Vessel I am a Research Committee of the Welding Research Council. Registered Professional Engineer in Illinois. I am the author of an ASME paper on the design of steel containment vessels for seismic loadings and co-author of an ASME paper on stiffness coefficients and allowable loads for nozzles in flat bottom storage tanks. .i:s. n. "h 4

!. 'h I .. I ~ COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 I co RFV 1 ~, REACTOR BUILDING - CONTAINMENT VESSEL N si .1 ATTACHMENT III APPENDIX A BUCKLING CRITERIA FOR CONTAINMENT VESSEL DESIGN A

1.0 INTRODUCTION

This Appendix outlines the buckling criteria to be considered in the The loads which must be considered in this case containment vessel design. are those loadings causing compressive stresses in the seridional and/or I the hoop directions. The requirements of this Appendix are in accordance with the ASME Code, except when the code does not consider explicitly certain ' configurations or loadings. i i A2.0 NOMENCLATURE l l' The nc.tation>. used in this Appendix are listed below. l Symbol Meaning Calculated stress,l.si l-o Inelastic critiul a uckling stri.,:, pai 1 1' o cr Elastic critical buckling strest, psi i o,c Young's modulus at. design temperature, psi E ShcIl thickness exclusive of cl.nioing l t l. thickness, in. Poisson's ratio f p Width of panel in the circumferential b direction, in. Internal pressure, pst' P One-half of effective width of shcIl act-k', ing with the vertical stiffener section, in. Factor of safety, 2.0 for load combinations F including SSE. 2.4 for all other load combinations Parameters, factors and multipliers as ACc, Cc, 4Cb, Cb, Cs, 2, Kp, Ks, explained in the text. Plasticity reduction factor, n = 1 for n elastic analysis. Calculated shear stress, psi T Elastic critical buckling shear stress, psi T Inelastic critical buckling shear stress, psi ec Ter j. 1 M' A-2 di

1-COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 c> REV 1 REACTOR BUILDING - CONTAINMDiT VESSEL Meaning Symbol Spacing between the stiffeners L Radius to center line of cylindrical shell R Moment of inertia of the stiffener in-I, cluding a portion of the shell equivalent to 1.556 (Rt about its neutral axis parallel to the axis of the shell. Half the distance from center of stiffener above plus half the distance to stiffener L3 below. I Factor used to enter the applicable A material chart in the ASME Code. Factor determined from the applicable B material chart in the ASME Code. A3.0 ASME CODE REQUIREMENTS The rules of the ASME Code, Section III, Division 1, Subsection NE, paragraph NE-3133, shall be used to determine the thicknesses required for external pressure for both the cylindrical and the ellipsoidal portions of l the shell. The rules of NE-3133.5 shall be used to compute the required moment of inertia of the stiffening rings for the cylindrical portion of tne shell. ? A4.0 ADDITIONAL REQUIREMENTS APPLICABILITY A4.1 The ASME Code does not consider other cases of instability of shells such as cylinder and panel buckling due to in-plane shear, bending or com-These conditions shall be considered in the design for the bined loads. d dynamic loads associated with the seismic loads, pipe break accidents an In the absence of any ASME Code requirements, f S/R valves discharge loads. the best empirical formulas available in the literature are used with a factor of safety as shown on A2.0, which complies with the requirements of 3 The empirical formulas used in this Appendix are f Regulatory Guide 1.57. f obtained primarily from Chapter 10 of Reference (1), with the exception o 'M {. s buckling under axial forces, which was obtained from Reference (2) and is . g.3. - s, A-3 N bl.

1 COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 i c=> REV 1 REACTOR BUILDING - CONTAINMENT VESSEL based on work reported in References (3) and (4). Inelastic buckling formulas are obtained from Reference (4). The formulas presented in this appendix are not applicable in the following instances. calculated according to formulas of Subsection A4.3.1. (1) o >, 6.2 cy; o (2) L < l.5 /EI' In both cases the rules of the ASME Code, Section III, Division 1, Sub-article NE-3200 shall govern. A4.2 GENERAL INSTABILITY The circumferential stiffeners provided shall each possess a sufficiently large stiffness to force the formation of nodal points at their respective The minimum moment of inertia for intermediate stiffeners on locations. the cylindrical. hell shall be equal to or greater than the value calculated with the following formula. 3 5.33 t 7

  • I =

(L,//E)1' The intermediate stiffeners must also satisfy the following requirement for minimum cross section area. ^s .333 -0.083 L,t (L,/ Rt)0.6 but not less than 0.06 L t. s In sizing the stiffeners, the overall vessel instability should also be considered. Where vertical stiffeners are required, the effective width of shell plate acting with the vertical stiffener shall be 2 W, one4alf on each side of the vertical stiffener center line, where: W = 0.85 t E e ,r The effective section of shell and vertical stiffener shall be designed c Reference (6) contains the as a column section with simply supported ends. The assumption shall be made that the l,i appropriate column design criteria. k i p A-4 'I b U ':j,. j l3 g, ,i

m !L l,' COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 1h REV 1 4 l, REACTOR BUILDING - CONTAINMENT VESSEL q Il r' ,+ total compressive force acting on a complete panel (plate between vertical le i o , [{ stiffeners) is entirely carried by the effective column section. 1 A4.3 SHELLS STIFFENED WITH CIRCUMFERENTIAL STIFFENERS I. A4.3.1 Elastic Buckling The critical A4.3.1.1 Circular cylindrical Shells Under Axial Compression. buckling stress for a cylinder under axial compression alone is determined by the equation l_ t o =C E' ec c R where l I 100 < E < 4000 p E C = 0.606 - 0.546 [1-exp(-h/R/t)] for0.2<h<5,and l =0.5[h. forf<0.2 C i c The simply supported boundary condition will give a lower bound for !1 l, the critical stress. An increase in critical stress on account of internal pressure is per-l mitted for R/t > 700 according to the following formula. AC ) R l

  • I

+ c ec c Where AC is.obtained from Figure A-1. For R/t < 700, AC may e assum d c c r Zero. The circular cylindrical Shell in Circumferential Compression. A4.3.1.2 critical circumferential buckling stress is given by K 2 [ 5 E g )2 0 =P 2 'C 12 (1-9 ) for various ranges of cylinder length defined by - i 2 2 Z = (L /Rt) d 1 - v Curves for determining the constant K for both external radial and hydro-p l 3 1 . static. pressure are given in Figure A-2. ~ 's in ') -j '. 4 A-5 I - 041078

e-j ldI

(

~ 6212.215.3230.12 COMPONENT DESIGN SPECIFICATION REV 1 O r REACTOR BUILDING - CONTAINMENT VESSEL I The shear Circular cylindrical Shells Under In-Plane Shear. loads is given by A4.3.1.3 buckling stress of the cylinder subject to in-plane shear Et C, IM T = ec 37 hear and The shear buckling stress of the cylinder subject to in-plane s internal pressure is determined by + AC T = s 3j4 ec Values are determined from Figures A-3 and A-4. where constants C and AC d internal pressure s s of AC, are given for internal radial pressure alone an roduced by the P us an external load equal to the longitudinal force p s l internal pressure. Figure A-3 is applicable for values of s 2 > 100 Z= 1 -p buckling For cylinders with length constant Z 1ess than 100, the shear stress is determined by 2 v E aI b E's _ (t) t =- 2 ec 12 (1 - p ) 2 < 100, 2 1-p for values of 2 = a_ Rt mference of the cylinder. i where a is the effective length and b is the c rcu The coefficient K', is given in Figure A-10. The critical buckling Circular Cylindrical Shells Under Bending. ding is computed by t A4.3.1.4 stress for moderately long cylinders under ben equation = YC 5 ec b Were the buckling constant, y, is given by figure A, i I C

  • b k3 (1 - 9 ))1/2 2

N 9 e 4 A, 4, A-6 i t h :i ld e

1 COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 ~. REV I REACTOR BUILDING - CONTAINMENT VESSEL The critical buckling stress for the cylinder under internal pressure and i bending is computed by I o,e : (YCb+A b) = 0 for R/t 1500. Where AC is given in Figure A-6 for R/t > 500 and aCb i For short cylinders (Z < 100), and optionally for all cylinders, the b maximum normal stress due to bending may be assumed to act uniformly over The applicable criteria shall be that for cir-the entire circumference. cular cylindrical shells under axial compression (Paragraph A4.3.1.1). Where c(n) Circular cylindrical Shell Under Combinea Loads. A4.3.1.5 superscripts n = 1, 2, 3, and 4, represent respectively axial co=pression, g '~ The fol-circumferential compression, in-plane shear and bending loads. f lowing interaction equation shall be used in the design of the cylindrical i, shell. ~ ,(2)F I4)F o (3)F 2 g ,(117 o l W, ec (3) l c o,c (1) o,c (2) o,t ~ ~ i., A4.3.2 Inelastic Buckling The in-Circular cylindrical Shells Under Axial Compression. A4.3.2.1 , is a function of the elastic buckling elastic critical buckling stress, o , which is given in Subsection A4.3.1.1. stress, o The inelastic critical buckling stress is given by the following equations. IT 'ee 10.55cy

  1. cr
  • ec '

< e, c 11.6c a = 0.4 5c + 0.18 c,c, for 0.55 ey y cr y 1.31o , for 1.6e <o < 6.2a I o cr o 1.15 + *Y y$ ec l. 0

r/

1 ' #y I'T 8 t

  • 'y' U

ec l4, cr The Circular Cylindrical Shells In Circumferential Compression. A4.3.2.2 ~ .I cr, is a function of the elastic buckling stress, 5: 5 inei.astic buckling stress, o I ec, which is given in Subsection A4.3.1.2. 1 c .h 4 I ! !!,~. ? A-7

H. m; )

. W 041078 t, n. ~

- l{ .I ,} COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 ~. c, tr REV 1

9 REACTOR BUILDING - CONTAINMENT VESSEL I

l s 1 If a > 0.55cy Calculate A = { Enter the applicable ASME Code curve for external pressure buckling and read the corresponding value of B. o = 2B cr The elastic Circular cylindrical Shells Under In-Plane Shear. A4.3.2.3 buckling stress is given in Subsection A4.3.1.3 > 0.577a, then the inelastic buckling stress shall be If T y T = 0.557a. er y The inelastic critical A4.3.2.4 Circular Cylindrical Shells Under Bending. buckling stress for circular cylindrical shells under bending shall be com-Puted using the equation for axial compression given in Subsection A4.3.2.1. Where o(n) Circular Cylindrical Shell Under Combined Loads. A4.3.2.5 superscripts n E 1 or 2, represents axial compression or circumferential compression loads, the following equations shall be used in the design of the cylindrical shell. (1) Axial compression:

(1)i 1

o ,, u (2) Circumferential compression: g(2) F 1 .0 cr(2) f a the following relationships shall be satisfied (3) In-plane shear: II) Fo 3(F x T) 1 I~ 2 cr(1) o ) oy F c(2) 3(p,,)2 2 cr(2) oy o (2) < 0.90 (1) < 0.9c or if a If ocr y cr y the elastic interaction criteria of Subsection A4.3.1.5 must be I satisfied. 'r i-A-8 ~. : 't1i M:

5:

041078

~ ~ - COMPONENT DESIGN SPECIFICATION 6212.::15.3230.12 REV 1 REACTOR BUILDING - CONTAINENT VESSEL e I ) A4.3.3 Factor of Safety The following formulas define the factor of safety to be used in the 1 equations of Subsections A4.3.1.5 and A4.3.2.4. F = 2.4, for o 4 0.55 oy <o < 6.2a F = 2.44 - 0.071(oec), for 0.55oy ec y i F = 2.0, for o > 6.2o g CYLINDRICAL SHELLS STIFFENED WITH A COMBINATION OF CIRCUMFEREN A4.4 AND VERTICAL STIFFENERS The critical buckling stresses for the shell plates between the circum-ferential stiffeners shall be determined by the following equations. A4.4.1 Curved Panel in Axial Compression The critical buckling stress for unpressurized curved panels subjected to axial compression is given by: 2 2 v E o =K () e c 2 12 (1 p ) for various ranges of cylinder length defined by 2 = (b /Rt) f1 p2 Curves to determine the constant K are given in Figure A-7. For simply supported curved panels having a curvature parameter Z >30, Figure A-8 may be used instead of Figure A-7 to compute the critical stress as follows.

  1. ec
  • c The critical buckling stress of curved panels subjected to internal pressure and axial compression is given by:

c,c = (C *O c} c from Figure A4. Ody th where C, is obtained from Figure A-8, and ACc internal pressure due to water in the suppras:icn pool may be used to compute AC. [ A4.4.2 Curved Panel in Circumferential Compression The critical buckling stress of a curved cylindrical panel under cur-cumferential compression shall be determined by Sub'section A4.3.1.2. g. .f~k... A-9 ,3 p ! 4' 041078

3 l, COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 REV 1 i REACTOR BUILDING - CONTAINMENT VESSEL 4 A4.4.3 Curved Panel Under In-Plane Shear The critical buckling stress for unpressurized, rectangular curved P ates subjected to shear is: l (f)2 2 vE o =K et s 12 (1-9 ) f where K, is given in Figures A-10 and A-ll. The critical buckling shear stress for pressurized curved panels i:: given by: (

  • A o,c = K 2

s s 12 (1-9 ) Only the internal pressure due to where AC, is obtained from Figure A-12. water in the suppression pool may be used to compute AC

  • s 1

, j A4.4.4 Curved Panels in Bending The critical buckling stress for a curved panel in bending shall be computed using the equation for axial compression given in A4.4.1 of this section. For shells stiffened with a combination of circumferential and vertical stiffeners under combined load, the criteria for buckling failure of the shell plate are the same as the interaction equations of Subsection A4.3.1.5. A4.5 ELLIPSOIDAL SHELLS The dome of the Mark III Steel containment is a 2:1 ellipsoidal shell. The juncture region of the shell where the cylindrical part of the vessel 4 The following paragraphs meets with the head is called the knuckle region. Present design criteria for both the knuckle region and rest of the vessel head. A4.5.1 Knuckle Region In order to analyze the knuckle region of pressure vessel heads, it was shown in reference [5] that it is reasonable to assume that the allowable compressive stress level miight in many cases approximate the level of com-pressive stresses permitted in axially loaded cylinders. The sketches in Figure A-13 show the analogy between compressive stresses in the knuckle region of pressure vessel heads and compressive stresses in axially loaded cylinders. A-10

?

041078

  • T COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 cm REV 1 REACTOR BUII. DING - CONTAINMENT ESSEL I

Sketch (a) illustrates the case where the compressive stresses are The lati-latitudinal in direction and result from an internal pressure. tudinal compressive stress in the knuckle area is equivalent to the axial L compressive stress in a cylindrical shell with radius R. Sketch (b) y illustrates the converse of this case, where the external pressure sets up i meridional compressive stresses, which, in the knuckle region, is equivalent i to the axial compressive stress in a cylinder with radius R. The t/R 2 ratios for the Mark III steel containment dome are all less than 0.0067 f.e., and elastic buckling behavior would be assumed rather than a plastic yielding e type of failure when it is subjected to corpressive loads. A4.5.2 Region Above the Knuckle The following theoretically derived expressions for spherical caps subject to uniform external pressure may be used for calculating the allow-The able compressive stress in the portion of the head above the hnuckle. critical buckling pressure for the cap, pcr, is expressed as the product of the classical buckling pressure for a complete spherical shell and a boundary function f (A). f D)

Pc3 l

Per f where E(f) = 2 Pc3 13(1-9 )) ! = [12(1-9 )]II (R)1/2 2 sin 2 A 4 = half the included angle of the cap, and f(A) = function of boundary conditions The lower bound for f (A) is The cap may.be assumed clamped at its edges. then ga m #1 f ( A) = [0.14 + ],A>2. i Alternative Method of Deriving the Allowable Stresses for Double A4.5.3 Curved Shells The orthogonal stress components of a biaxial stress state are ob-I 'i tained on the basis of ~ cylindrical buckling formula and then combined as j r. A-11 1,~0, ?- j g 041078 i'i .l

6212.215.3230.12 V COMPONENT DESIGN SPECIFICATION REV 1 REACTOR BUlI. DING - CONTAINMENT VESSEL l l f for a shell with explained below, to yield an allowable buckling stressThere a The allowable double curvature. Biaxial Compressive and Tensile Stress Resultant.and is given A4.5.3.1 t stress is the seme as for a uniaxial compressive stress sta e 3>' by S = 0.0625 Et/R, for ?,,160. R=R' If compressive stress is latitudinal, use R = R ; if meridional, use 2 y ASME Code. For R/t < 160, use subparagraph NE-3133.6 of Section III of the ) The Biaxial com-Biaxial Equal Compressive Stress Resultant. 5 here, per A4.5.3.2 _ pressica in this case is the same as the compression lf tion A4.5.3.1. ASME Code. b of the uniaxial compression allowable calculated under Su secIn the case of s Biaxial Unequal Compressise Stress Resultant. i forces I 'A4.5.3.3 biaxial compression in which the latitudinal and meridional un tent of the h I l are of unequal magnitude, the forces acting on an e em be shown diagrammatically in the following manner. t, Greater minus Smaller Smaller smaller force i r. i Force Force 'I j t. y / I -*-- e Greater = ~ Smaller Greater Force Force Force u L I Smaller - Greater minus 1 Smaller force i Force ? c '?} I {. l y .- l.'. A-12 ? ? ! '. G i O 041078

o y co COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 j REACTOR BUILDING - CONTAINMENT VESSEL REV 1 4 1 It will be noted that the smaller force in this case is assumed to be cor-related to that portion of the greater force which is equal in magnitude to k {' the smaller force but acts perpendicular to the latter, as in a sphere. It seems reasonable to assume further that the difference between the two unit forces could be treated as analogous to a uniaxial longitudinal force i on a cylindrical shell. Hence, it is recommended that, where unequal biaxial I, compressive forces exist, both of the following two expressions should be U h satisfied. Smaller Stress + Difference in Stresses < l.0 1 i Max allowable stress per ASME Max allowable stress for A3 f ~ Code for sphere based on R cylinder based on R 'A - s associated with the greater associated with the sd' l i 1 stress greater stress y N* e l and . s 1 l Smaller Stress < 1. 0 1 s ~ 6 Max allowable stress for sphere / based on R associated with the x !a smaller stress .,G ,g b In these expressions, the phrase ' based on R associated with the greater ~ h g - (or smaller) stress" means that if the greater (or smaller) stress is j circumferential, R shall be taken as equal to R and if the greater (or 3 smaller) stress is meridional, R shall be taken as equal to R ' l 2 \\ ; l REFERENCES i G 1. Baker, E. H., et al, " Structural Analysis,f Sbell.." McGraw-Hill Book Company, 1972. y 2. Citerly, R. L., " Stability Criteria for Primarv Metal t.ontainment l L r Vessels under Static and Dynamic Loads,", Report Numbe NEDE-21564, prepared by Anamet Laboratories for the Genera. Electric Company, January 1977. ,t .3. Weingarten, V. I., Morgan, E. J., and Seide, Paul, " Elastic Stability of Thin-Walled Cylindrical and Conical Shells ander Axial Compression", AAIA Journal, Vol 3, Number 3, March 1965. L I n it 4. Hiller, C. D., " Buckling Stresses for Axiall/ Stressed Cylinders", [i Journal of ASCE Structural Division, Vol 103, Number ST3, March 1977. ~ 5. Dvorak, J. J., and McGrath, R. V., " Biaxial Stress Criteria for Large 3 low Pressure Tanks", Welding Research Council Bulletin No 69, June 1961. !l[ t 't !:i ,ln 'l I, k i A-13 ..l '041078 It t

,T-15 I 6212.215.3230.12 ye = COMPONENT DESIGN SPECIFICATION .d REV 1 REACTOR BUIIDING - CONTAINMENT VESSEL 'b & ) REFERENCES (Continued) American Institute of Steel Construction, " Specification for the Design, Fabrication and Erection of Structural Steel for Buildings," Seventh 6. ,f l Edition, February 12, 1969. 'I i \\ t .o i I a 1 ~ i s 9 t i, '} s: }i A-14 s

. ii 041078

',i). H... l8

3 COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 s.s REV 1 REACTOR BUILDING - CCHTAINMENT VESSEL l g . 1 so [.}'. ~' '.. Z ~ d $*700 ? '. L.'-

r

'O, I 6 4 l 8 J ,,.1 - c_.-- 4 k y J / 1 4_, f..-.. <_,,- = i 0 C, -3 8 A. l g __I { 4 . 11 . l.. 4 2 t 1 I lif-I I' i* 00' 2 4 68 2 468 2 4 60 00' 00 to O f 1 Increase in axial-compressive buckling i Figure A-1 J stress coef ficient for cylinders due to Internal ~ Pressure. e I ..j J.4 8 l p] \\ s .,I 't iV 1., ir o. y, d g,.,a ", ' / j c, yva f e s Rs l.. ,,,, y. 4 f..l k b. i .. J bj j p. I Lovmt p eswe cWy Psos l o J. r. '_~.. -'N j 4 .r. - y s,,y t e s -- -. p l 4 _q . -..,~ .p. -Lo'e.oi orts on preswe Pip.R' { 2 4 60 2 4 68 2 4 66 2 4 68 e. c c' d c, 2 Buckling Coefficients for Circular cylinders Figure A-2 ' i subjected to external pressure i g t 6 4 ' i A-15 L 1. ! ! i 1" 041078 i ' s.- {

wn COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 o REV I i REACTOR BUILDING - CONTAINMENT VESSEL b 3 Ci

1.,,

0 62 f b 't ' i 9 / 0 60 ( e 0 56 a f R keC.Ef h 4 0 56

2. d 4s,*

.b Rt o$4 vohd foe g 2 > 00 fo sare', seled edFS LT l>CO'c'C W d**YS I i C52 2 <78(()(6 p's f 0b0 - --- - 'i o4e i i c46 -- ~ ~.-- l j 0 1.000 2D00 3D00 4000 044 T j [ Figure A-3 Buckling-stress coefficient C, for a unstiffened unpressurized Circular Cylinders 4,' d Subjected to In-Plane shear. r ' A _t j j b'j e' p l 'g- 'M j. 4 we k-- t ---I -. '.. (p q i 2 't ' i-oc e - -y.- -} .' r/ s s I I i 4 I 2 { I N,,,j r "o g .,,,,g,,,,,,,,,,, 16 00 - W # *' S*"' # l/

p. e.n' l

I e 4 6 l 4 4 / I i* 2 t 2 4 68 2 468 2 4 68 2 4 68 i O' 00' 00 to O l($) Figure A-4 Increase in In-Plane buckling-stress h ~ coefficient for cylinders due to internal pressure. i r. A-16 i I:;i u.: 041078 f! _..et

k ^~ ] [ COMPONENT DESIGN SPECIFICATION 6212.215.3230.12

i, REV i

{ e [ REACTOR BUILDING - CONTAINMENT VESSEL lI' t I h,t It l p>.i. y l iO I t u < r. 3 4 s N l}. ,2 NQf l i' .s. . s M y., M .6 4 j { f.s_ @( W) _. h'g.. l , d. _. u u _y

g...

.. _. t.

g

.3- ._j_ f I i--- l j. f ....4 2-e,c.q c.- (, ',y, g 1 .i - , q. 7 "~ I I I IIIIII + i 8 o T 0 [r 8 C s C I u , [-' Figure A-5 Correlation f actors for Unstiffened j j Unpressurized Circular Cylinders subjected to r-r Bendiag. g "L'. p l r, 6 F l A* 10 f [ ~No e.ie.E' ~ l p *, 0 W W g p p o=o nood [ .j p, l pow p l, r. / hL 2 l' - > SCO / l 80 1 ,e l i / /~ t-i i A7, 1 7,3 2 4,,,,,,,,,,,y,, 4.' g [ p trv' m e w 'be i oio

p.,, a t e

l~' 6 ) 'l g. s. E l* - 2 f, 2 4 66 2 4 68 2 4 68 oO o 00s oC 10 C r M/ c h Tigure A-6 Increase in Bending-stress coefficient c for Cylinders due to internal pressure -( ,~ F1 F-i I r t-i A-17 !i l 041078 '.;j h '1 4,.-

F COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 REV 1 REACTOR BUILDING - CONTAINMENT VESSEL ..c _ Z A[-. - o' ! ~. .A N., j>05 T x 4 - / A% I '/l ',' O 300 9 LR .' ~ t 5 S00 s 4 x x ' LOCC o, ~ /[ _ _- N o.500 6 hex *itu,4(If / 3D00 4 9 e f, ,2 ~ Z e Y d s.,* / i u j g e 6 g g, 4 j _g

c ~ s**v I

2 e I l c 6. g 4 s 2 1 4 68 s0' 2 d 2 4 66 2 4 6e 2 466 2 4 68 10 0 d d e i 2 for Figure A-7 Buckling-Stress Coefficient K f CAxial Unpres'iiurized Curved Panels Subjected to Conpression. 0 36 .A h s i>o5

  • O S4 A {k R

0 32 - 7 O SO -- ' CeEh 2' ha' 0 28 vohd for d 2 ) M tot senpiy m490eted edges ~' 0 26 - 2>Sola ciomped eages I i O 24 s 022 o 20 - O t.000 20c4 5000 4,000 One Rft 'I for Buckling-Stress Coefficient C i Figure A-8 Unpressurized Curve.d Panels Subjected to Exial Compression. A-18 O , ;lI 041078 w T [, I

ip 6212.215.3230.12 COMPONENT DESIGN SPECIFICATION REV 1 r 4 REACTOR BUILDING - CONTAINMENT VESSEL 'l l h, 3 I b g 3-j1 e' j. e a.- I 2 )! ' l 0 4 j e ji 6 - =._ ,e j at g I C / =, 2 - fi ~ .H,- On y-/-.- 6 r. b y n -. I y. r-4 t 2 4 68 2 4 68 7 4 68 2 4 60 ' .1 OD - O [. I I 0 08 0 80 80 so { ({)# 1 l, F Increase in Axial-Co=pressive Figure A-9 I' Buckling-Stress Coefficient for Curved Panels i Due to Internal Pressare. j I ~ i: ) i n 'ia.h;(';[ C' ) ([ I ' ) l l 8 p' .. R t< y oih t-h ,1 .,..J, l4 o? t e ? 6 +-- ~* 4 1 i l 5.- --- f, j+ c 2-2 -l* i io' to,L -ct'l -} { r-i. I ,l, I j. X I- -.cty'. I -(... p, \\. 2 f. { -+ M. e, >4 f t ,o - -_-, % wieo gd 8 i 6 ij< 4 .q-l j i 2 f e 2 4 68 2 468' 2 46e'2 468' 10 O O O to O 2 y' w Buckling-Stress Coefficient K i i q-for Unpressurized Curved Panels Subjected

  • Figure A-10 1
i to Shear.

4 A-19

n..

s O 1 II 041078 J yik ...i

1 ?. COMPONENT DESIGN SPECIFICATION 6212.215.3230.12 REACTOR BUILDING - CONTAINMENT VESSEL REV 1 .[ 'l c. . 1_. T..- } g. p N I. . _ j,e s * .y N ',f y p t *, T ' '~ h .g. 6 s o _- c 2 t' 8 ,rg ,, j- --I e 6 i2ts.,ri() 4 -. x, b so. l 9 .t, I 2

7. d de.,e u

et s - f,. lg!. 70 j o,, . 3 0.... s e =. .p 4 'a 'k"* ~ l' 2 y J s Q gf. , gr o j g _a_ . -s.w, m mn f g to 2 4 68 2 4 68 2 4 68 2 4 68 'i to O c' O' a0* I t Figure A-ll Buckling-Stress Coefficient K for s Unpressurized Curved Panels Subjected to Shear. 09 l l l l s ce I l i l ? >is' o7 ,.a l c-6 3 s l i i l i i sol .i g j or l I 8 t ,p es s I o 1 .I l od j os I i o *M j f, I .i i u j or. -. > g oi / h o os or o3 04 os os of o8 09 to .e {("f { Figure A-12 Increase in Torsional Buckling-Stress Coefficient for Curved Panels Due to Internal Pressure. if A-20 041078 ij

9 ..g 4 - 9. 4 ..g n .n .h T.. G. ~ y 2 r COpdPON'MT DESfGN SPECIFICATION 6212.215.3230.12 o 4 REV 1 3EEACTOIt ~BUILDYNG - CONTAINHENT VESSEL ] 5 5 0 d ~ ~ e -.= p 2 w.= _s a Y ? i 'r y x i ~ ( ~ 5 5 . 2- ~ ~ h ".V 1 + w .2 3 s 1 gj.7 .2 ' e y r_, ' N I ! _f. 9 9 3 ' - y<; .p w. -f + t 9 A s ~ ~ r e- - k~- 4-g -+ + = y ~~ ^ / r ~~ ^~ ~T_"~ ' 2 r 1 g (a.) I ~: u 7, ~

t. b'I f f I[l / j 's]

l j r .= \\ \\ ~~ / / / l% i N -N 7N j' A' At '\\ f / / /E 3 t p .i / k -l (b) -g X. __{ Figure A-13 ,p-g.- g.v Cokelation of Ellipsoidal head and equivalent cylinders

d..l...

.e [_ , Fi t h. i 2.- .4 .k. 4._ ,n .,J,

m. -

f,f -l N [ k -l. g.21 a -i;; ,i 041078 !(U

.-...--.....,w w a r... w m. s w e a w a. Y5 Octobe - 12 gg 78 'q. M.~. g ex, _ PROJECT PSO-BFS 4~ PAGE NO. _ I OF _ 3 215.3230.12 PROJECT NO. 6212 FILE NO. \\ ECN NUMBER N-S-0019 RELATED DCR (!f app'.cafilel RE ASON FOR CHANGE

1. CORRECTION OF ERROR 76 TO COMPLETE DESIGN 9.10 F ACILITATE TESTING
2. CLIENT REOUEST
6. TO REDUCE COST
10. N555 INTERFACE 3 LICENSING REO'T.

7 TO IMPROVE RE LIABILITY 11.10 REFLECT AS BUILT

4. NEW CooE OR REG REO'T.

8 To suPAOvf PAODUGJMllT,Y ymQlijf R _g,. DOCUMENT NO. ItEV. No. DOCUMENT TYPE TITLE Reactor Building - CDS Containment vessel 6212.215.3230.12 1 DESCRIPTION OF CHANGE: (Use continuation sheets or attachments as ssary.) Incorporate the following changes into Revision 1 of the RB-CV CDS: 1. .... c-Section 3.6.2 Drawing ?!R-1012-00 changes from Revision 1 to Revision 2. a. Section 3.6.2 Drawing SL-3232-1E changes from Revision 2 to Revision 3. b. c. Section 3.6.2, Drawing SL-3232-19 changes from Revision 2 to Revision 3. d. Section 3.6.2, Drawing SL-3233-09 changes from Revision 2 to Revision 3. wg Appendix A, the following sectio'ns are added. c. .o vs "A4.5.4 Stiffened Ellipsoidal Shell 3 W For the case of an ellipsoidal shell head stif fened with 2 latitudinal stif f eners the following criteria should be satisfied: I. l Creater Stress - Smaller Stress Smaller Stress < 1.0 B A Smaller Stress - < 1.0 C Smaller and greater stress refer to the magnitude of the compressive g stress- (see Section 4.5.3.3). If the stress in one direction is h tensile it would be assumed zero. " 8-t 3 O A=CE -XF l R y Z O 'a O ROUTING ENDORSEMENTS DATE ORIGINATIN PDE DATE '. i F FdJH#fnIdd4- /k/l/7[ h,. - t )f ec O CHEMICAL t 3 Y Gu"of /C. J[dess. h DATE Uh* - D CONTROI ,,,O D ELECTalCat I D. DATE E ptCHANICAL W. J. Zidziunas >[/

  1. 8/tth8' INCORPORATED BY:

I 'a O sTRuCTuRA: H. H. Houssa Pis p i 10/t#77 j, DATE O SYSTEMS CLOSED OUT BY: . 1 D LICENstNG I]POCE F. R. Rollins ,.9)ifj@ /PJf39 ---=~

  • r

ENGINEERING CHANGE NOTICEh @im.hk hNTINUATION SHEET) 2 oF 3 PSO-BFS FAGE NO. __

enOJECT 215.3230.12 6212 FILE No. _

PROJECT NO. ~ ret.ATED DCR ECN NUMBER N-S- 0019 fit applic.=bte) DESCRIPTION OF CHANGE: 0.5 =- C (H).6 = - 1.5.<. H < 24 l H g Great circle arc distance between centerline of For the uppermost stiffener on top- ^ L = stif f eners. of the dome, use the distance across the diae.eter /] of the ring. Radius associated with the greater stress (use' 4 t R average R over the distance L). = chell thickness t = Specified safety factor for elastic buckling. w u, e F = The allowable for a stiffened. cylinder which would y ~ fl be the same as the value for "A" above except that to i B = g 1.5 < M < 10.0. 'F lj The same as the "A" above, except that R to be used 2 ,i is that associated with the smaller 6 tress. C = The size of the stiffeners on the head should satisfy the fo11 1 ) m relationships: '333 . 083 Lt s A > (g fg).6 y s-s w L t-but not less than.06 L t

  • h,"

~ 52I L t s k f y 8 t+A,/ t (L /E)f L s s w o y i. o-where; one-half of the distance from the centerline of the 'y stif fening ring to the next stiffener on one side, l l.I L, = plus one-half of the centerline distance to the next stiffener on the other side of the stiffening ring, .' h both measured normal to the axis of the stif fener. 1.1 y For the outermost stiffener, use the distance to the ' l, closest stiffener on the stiffened portion of the shell.

  • ( {}

j(

78 ~ October 32

DATE, PSO-BFS "0 JECT -

215.3230.12 6212 FILE NO. - PROJECT NO. m; 4:. ' ' ./ 7 REl.ATED DCR ECN NUMBER y.S-0019 fit sontMiel if$

1..

DESCR}PTION OF CHANGE: A, = Cross-sectional area of the stif fening ring'(excludin th? 'M any of the shell). -Q 1, = Homent of inertia of the ring stif fener top,e,ther w ~.4 Its an netive portion of shell of length 1.55 int about ? neutral axis parallel to the axis of the sheII. 6 o [-j ] = The cone radius of the ellipsoidal shell, (average over J R the distance. L,). T;' [~$ Shear Stress in Ellipsoidal Shell_ eE A4.5.5 For. the nonaxisymmetric load cases which produce shear. M d "q stresses in the head, principal stresses should be calculate h i and used, in lieu of meridional and hoop stresses, in t e w The radii to buckling relationships for ellipsoidal shells.be tised in c LJ 14 b 6$i l stresses. those corresponding to the direction of the principa ] y This rule is applicable to both stiffened and unstiffened 3 g F '3 shells." 2 3 y t ~ At 4 h y N -e p A c-E .ir n 3 0 2 0 ,,3 O e 9 a. t S .lt . bk

PUBLIC SERVICE COMPANY OF OKLAHOMA Q773 A CENTRAL AND SOUTH WEST COMPANY c'd rp q y:' t8 k P O BOX 201/ TULSA. OKLAHOMA 74102 / (918) 583-3511 h 1-1 3 Public Service Company of Oklahoma February 2, 1979 Black Fox Station File: 6212.125.3500.21L SRV Bubble Oscillation Loads Docket STN 50-556 and STN 50-557 Office of Nuclear Reactor Regulation Division of Project Management Light Water Reactors Branch No. 4 U. S. Nuclear Regulatory Commission Washington, D. C. 20555 Attn: Steven A. Varga, Chief Gentlemen: During our mee' ting of January 23, 1979 with Dr. Roger Mattson, Director, Division of Systems Safety, Applicants agreed to provide a commitment related to the methodology to be used for ccmbining the loads that occur when multiple safety relief valves (SRV's) actuate, specifically loads from oscillating bubbles in the suppression pool. On the basis of thnt discussion and agreement Applicants commit to the following: 1) Containment structures will be designed to accommodate the loads associated with the simultaneous actuations of all 19 SRV's with all the bubbles assumed to oscillate in phase in the suppression pool. 2) Design of the affected equipment and components will be done utilizing those techniques described in the G.E. Report 22A4365 " Interim Containment Loads Report - Mark III Containment" Revision 2 (ICLR Rev. 2) Appendix M and revised as a result of the regulatory staff's generic review, currently underway and to be completed the first quarter of 1980. The ICLR Rev. 2 is contained on the Black Fox Station docket as Appendix 3C to the PSAR, Amendment 14 dated February 2, 1979. CENTRAL AND SOUTH WEST SYSTEM he$ve*ooWTo"uNaW? " $0?s'erreNe.'a? Eo'r"o$e $t?Te$s v s$ o a511,a 4

e... February 2, 1979 Publi Service Company of Oklahoma File: 6212.125.3500.21L Black Fox Station SRV Bubble Oscillation Loads Page 2 Docket STN 50-556 and STN 50-557

3) Affected equipnent and components will not be permanently installed until the generic resolution of the staff review of ICLR Rev. 2 is available (during the first quarter 1980) for use in design.

In the event that the ultimate staff resolution is not forthcoming by April 1, 1980, Applicants their will proceed with installation of affected equipment and components at own risk taking into consideration interim staff reports of methodology acceptability. We believe that these commitments fairly reflect the sense of our meeting. Very truly yours, T. N. Ewing Manager, BFS Nuclear Project TNE:VLC:fd Attachment

. BLACK FOX STATION SERVICE LIST '. Dow Davis, Esquire Joseph R. Farris, Esquire kC: LWilliam D. Paton, Esquire John R. Woodard, III, Esquire Colleen Woodhear, Esquire Green, Feldman, Hall & Woodard Counsel for NRC Staff 816 Enterprise Building U. S. Nuclear Regulatory Commission Tulsa, Oklahoma 74103 Washington, D. C. 20555 Andrew T. Dalton, Esquire ~ Mr. Cecil Thomas 1437 South Main Street, Suite 302 U. S. Nuclear Regulatory Commission Tulsa, Oklahoma 74119 Phillips Building 7920 Norfolk Avenue Mrs. Ilene H. Younghein Bethesda, Maryland 20014 3900 Cashion Place Oklahoma City, Oklahoma 73112 Mr. Jan A. Norris Environmental Projects Branch 3 Mr. Lawrence Burrell U.S. Nuclear Regulatory Commission Route 1, Box 197 Phillips Building Fairview, Oklahoma 73737 7920 Norfolk Avenue Bethesda, Maryland 20014 Mrs. Carrie Dickerson Citizens Action for Safe Energy, Inc. Mr. William G. Hubacek P. O. Box 924 U.S. Nuclear Regulatory Commission Claremore, Oklahoma 74017 Office of Inspection and Enforcement Region IV 611 Ryan Plaza Drive, Suite 1000 Arlington, Texas 76012 Mr. Gerald F. Diddle General Manager Associated Electric Cooperative, Inc. P. O. Box 754 Springfield, Missouri 65801 Mr. Maynard Human General Manager Western Farmers Electric Cooperative P. O. Box 429 Anadarko, Oklahoma 73005 Michael I. Miller, Esq. Isham, Lincoln & Beale One 1st National Plaza Suite 4200 Chicago, Illinois 60503 Mr. Joseph Gallo Isham, Lincoln & Beale 105017th Street H.W. Washington, D. C. 20036 b}}

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