ML20212L070
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{{#Wiki_filter:.- e, ') Distribution NRC PDR Local PDR I. Sihweil D. Jeng A. Fratoni R. Bosnak JUN 171977 E. Sullivan Docket Nos. 50-275-P. Y. Chen 3 a Docket Files-MEMORANDUM FO.1: John F. Stolz, Chief, Light Water Reactors Branch No. 1, DPM FROM: Dennis Allison, Project Manager, Light Water Reactors Branch No. 1. DPM
SUBJECT:
SEISMIC REEVALUATION OF DIABLO CANYON The attached rough draft specification for the seismic review of outdoor storage tanks and mechanical and electrical equipment were informally submitted by PG&E. It'is our understanding that the final version of this material was
- 6 included in Amendment 50 to the Final Safety Analysis Report. The purpose of this memorandum is to document the infonnal submittal and provide copies to the Public Document Room.
Originalstgned By Dennis P. AlliS02 Dennis Allison, Project Manager Light Water Reactors Branch No. 1 Division of Project Management cc: See page 2 l e a-86092501 G'? 060001 .s POR CH8 91 p L, .FF'C W.- bbkk}, Y DA111 son:ab El3/77 N IG-8'>' g.gg .... czs cm aammm aw------ ------- .F r..co-c=0 R - '#
\\ ~ ISIl - cca Philip A. Crane, Jr., Esq. Mr. John Forster Pacific Gas and Electric Company 985 Palm Street 77 Beale Street San Luis Obispo, California 93401 San Francisco, California 94106 Mr. William P. Cornwell Andrew J. Skaff, Esq. P. O. Box 453 California Public Utilities Cocuission Morro Bay, California 93442 350 McAllister Street San Francisco, California 94102 Mr. James O. Schuyler, Nuclear Project Engineer Mr. Frederick Eissler, President Pacific Gas & Electric Coupany Scenic Shoreline Preservation 77 Beale Street Conference, Inc. San Francisco, California 94106 4623 Hore Mesa Drive Santa Barbara, California 93105 Mrs. Thelma Hirdler 811 Fair Oaks Avenue Ms. Sandra A. Silver Arroyo Grande, California 94420 5055 Radford Avenue ' North Hollywood, California 91607 Mr. W. C. Gangloff Westinghouse Electric Corporation Mr. Gordon A. Silver P. O. Box 355 5055 Radford Avenue Pittsburgh, Pennsylvania 15230 North Hollywood, California 91607 Yale I. Jones, Esq. Paul C. Valentine, Esq. 100 Van Ness Avenue 400 channing Avenue 19th Floor Palto Alto, California 94301 San Francisco, California 94102 Hs. Raye Fleming David F. Fleischaker, Esq. 1746 Charro Street 1025 15th Street, N. W. San Inis Obispo, California 93401 Washington, D. C. 20005 Neil Goldberg, Eso. Ms. Elizabeth E. Apfelberg Wilmer, Cutler & Pickering 1415 Cazadero 1666 K Street, N. es. San Luis Obispo, California 93401 Washington, D. C. 20006 N. it,tJewmark consulting Engineering 5ervicon 1211 Civil Engineerirr; Guildirrj University of Illinoic Urbana, Illinois 61301 orric e > eunname > oata > -. ~. i NRC FORM 318 (9 76) NRW 0240 W ua e.eowsanneewt paintime orreces sete eee.eed
_ ~ ,)- ) c.. DIABLO CANYON WM916* V"" SPECIFICATION FOR SEISMIC REVIEW OF DESIGN CLASS I OUTDOOR STORAGE TANIG FOR 7.5M,HOSGRI EARTHQUAKE l . * ~. I .o I l March 23, 1977 fo 5A so-391 A-se
DIAll),0 CANYO!1 SPECIFICATION \\R SEISMIC REVIEU ' F DESIGN CL AI p. OUTDOOR STORACE TANKS FOR 7.5!! h0SCRI EARTilQUAl'E '1. Btsic Approach This specification delineates criteria to be used in reviewing the Design Class I outdoor Storage Tanks for response to the postulated 7.5M Hosgri I certhquake. The tanks covered by this specification are: c) Refueling Water Storage b) Condensate Storage c) Firewater and Transfer Storage The review will be based on the same analysis procedures and criteria used in the DDE analysis but with the following specific changes: a) use the free field 7.5M Hosgri spectra (tau'=0) b) use Reg. Guide 1.61 damping . c) use actual material properties v besst3> ' fpf. d) allow ductility in certain cases e) use fixed based mathematical models (Vs> 3500 fps) M4M f) use vertical response analysis or equivalent T"'" Y g) combine horizontal and vertical response on a 3-component SRSS basis
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Scismic Input to Tanks c) llorizontal: The free field (tau =0) elastic horizontal response spectra are the Blume and Newmark spectra shown on Figures 1 and 2, respectively, with 0.75g peak ground acceleration values. b) Vertical: The 7.5M Hosgri vertical response spectra will be the free-field (Lau=0) Blume and Newmark horizont.a1 spectra wit;h amplitudes scaled two-thirds. Peak vertical acceleration is 0.50g. The Blume and Newmark vertical spectra are given on Figures 3 and 4. / In no case will the tank response be less than that determined by the use of the Newmark criteria. c) Dampinn and Ductility: Damping will be 4%. buctilitywillnotexceed 1.3 with the Blume spectra. Ductility will not exceed 1.0 with the Newmark spectra except on a liuite.d basic t.hcre justified and reviewed with the NRC. Duc.tility, if applied, will bc by reduction of the clastic response by approximate. procedures. i _ ' _ l *- - ~ } J 2- ' /- ' 1
~ 33 }!aterial Propert ics .}
- b. Actual material proporties as determined by properly substantiated test results will be used as follows:
fa) Concrete: The compressive strength of concrete, f'c, will be taken as e the average of the 28-day or 60-day test values, depending on the original I i J curing pcriod specification. The substantial additional margin of
- i strength associated with the gain in compressive strength by aging.will t! A not be considered.
b) Steel: Steel yield strength, f, will be taken as the average of actual y J test values. In no case will the yield strength value used in strength ( computations be taken as grcater than 70 percent of the corresponding-average ultimate strength value. 4. Analysis Procedures The analytical method to be used for seismic re-analysis of the tanks will b3 that described in Chapter 6 of the AEC (NRC) publication " Nuclear Reactors and Earthquakes", TID 7024 suppitunented as follows: O a) M q Fixed base analytical models without soil-structure interaction will be used. f v._gfg e_ b) Individual responses to the two horizontal and one vertical component d_ 1 will be combined on the SRSS basis [nless it can be shown that the g----- fbsolutesumcombinationof individual responses due to one horizontal Qndoneverticalcomponentisessentiallyeaufvalent. c) The scismic input of the second horizontal component in the 3-component SRSS procedure is generally recognized as being less than the first; however for conservatism both components will be taken as equal. 5. Acceptance Criteria The following acceptance critoria will be used: c) _ Load combinations: Dead, hydrostatic, and 7.5H llosgri earthquake loads will be combined as follows: U = D + 11 + EQ where: U =' total load to be resisted D = dead weight load f 11 = hydrostatic lead ~ EQ = total combined scismic loads due to horizontal and vertical inputs.
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): ) b) Allowable Stresses: ane following codes, in conjunction with actual material strengths, will be used in establishing allowable stress Jevels: l Element Code Rc'.nforced Concrete ACI 318-71, including 1976 Supplements Structural Steel ASME Section VIII, 1976 c) Ductility: Seismic force resisting elements will be allowed inelastic deformations as described in Section 2c of this specification. For those elements where ductility is applied.the. allowable stress limita-tions of Section 5b abcve need not apply. RC)!S4 V I a e .7% '.g.' e 9 0
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I t DIABLO CANYON SPECIFICATION FOR SEkSMIC RE-EVALUATION OF PIPING AND MECHANICAL AND ELECTRICAL EQUIPMENT FOR7.5MIQSGRIEARTHQUAKE 0 W ~ March 23, 1977
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D1Ano CAnv0N SPECIFICATION FOR SEISMIC RE-EVALUATION OF PIPING AND MECHANICAL AND ELECTP.ICAL EQUIPMENT FOR 7,5M HOSGRI EARTHQUAKE 'M. Thic document delineates' criteria to be used in re-evaluation of Diablo Canyon piping, tochanical equipment, and electrical equipment for the seismic excite-tion of the postualated 7.5M Hosgri earthquake. The basic approach to be used in the re-evaluation will be to use the same procedures and criteria which were documented in the FSAR and which were used for the original Double Design Earthquake (DDE) analysis, but with the following specific changes: Input to re-evaluation will be based on 7.5M Hosgri spectra (floor c. response spectra determined using methods t.nd criteria outlined in " Specifications for Seismic Review of Major Structures for. 7.5M Hosgri Earthquake"*). Due to the timing of availability of floor response spectra prepared to the referenced structural specification, spectra have been chosen for equipment and piping evaluation by augmenting and b-modifying spectra previously calediated. It is. expected that these interim spertra will be equivalent to those determined by the detailed structural building analys is. N b. Use Regulatory Guide 1.61 damping except that 4% will be used for the [NN reactor coolant loop. P Stress limit:s to be used will be those currently accepted for faulted e c. condition evaluations. Where material test data are available, actual ~~ , material properties will be used. E O. The Hosgri earthquake loads or stresses will be combined with norma l operating loa.3s or stresses. The seismic re-avaluttion of equipment will be done by reanalysis of systems ~ only whero necessar,. Reanalysis will be used in instances where other equally . ccesptable out simple'r. methods do not show adequacy. Such equally acceptable -methods include: Comparison to original DDE analysis and comparison of increase in loads to available margin. Comparison to analyses of similar equipment performed for different plants / with acceptably high seismic input. Generic qualification of types of equipment by demonstrating similarity c. and adequacy of typical design. ^ Raference la "Diablo Canyon Sy0cification for Seismic Rcview of Major Stru:tures ;or 7.sn riosgri Earthquaka," February.2, 1977, C Revised February 8, 1977. .......i, .~**..P"'" ^ - - -
2- } ) g,. Whero the above methods or reanalysis show inadequacy, modifications will be rede to the equipment and further reanalysis done to show adequacy. The fallowing paragraphs outline in more detail the specific dif ferences in criteria and methods from those presented in the FSAR. 1. Reactor Coolant Loop The specific criteria and methods to be used in the seismic re-evaluation of the reactor coolant loop are identical to those of the FSAR with the following exceptions: C. The load combination to be considered is deadweight plus pressure, plus Hosgri earthquake. b. The structural damping used is 4% of critical. c. The effect of torsion will be included by augmenting the horizontal response spectra in accordance with Reference 1. d. Membrane stresses in primary component supports will be limited to 1.2 Sy (not to exceed 0.7 Su) and membrane plus bending stresses will be limited to 1.8 Sy (not to exceed 1.05 Su) based on elastic system analysis loads. The compressive loads in columns will be limited to 0.9 of critical buckling. 1 o h"". Class A, B, and C Piping
- Other Than Reactor Coolant Loop i
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- The specific criteria and methods to be used in the seismic re'-evaluation of the Class A, B. and C piping, other than the reactor coolant loop, are identical to the criteria and methods of the FSAR with the following cpecifje differences:
The load' combination to be considered 'is deadweight plus pressure, a. plus Hosgri earthquake. b. The damping to be used will be 21 for pipes of less than 12" diameter and 3% for lines greater' than or equal to 12" diameter in accordance with Regulatory Guide 1.61. The stress limits for Class B and C piping will be 2.4 Sh (in c. accordance with ASME Boiler and Pressure Vessel Code Case 1606). cTh2re classes are defined in FSAR, Section 3.2. E 9.
.c. 3 ) I p-d. Nembrane stresses in piping supports will be limited to 1.2 Sy (not to exceed 0.7 Su) and membrane plus bending stresses will be limited to 1.8 Sy (not to exceed 1.05 Su) based on elastic system un< f analysis loads. Compressive loads will be limited to 0.9 ;of critical P =- buckling. of 3. M'chanical Equipment g-n The specific criteria and methods to be used in the re-evaluation,of mechanical equipment are identical to the criteria of the FSAR with the following specific differences: c. The load combination to be considered is deadweight plus pressure, plus Hosgri earthquake, b. The damping that will be used for flexible Aechanical equipment will be 4t. ~ c. The. stress limits used for PGandE Code Class II and III* components will be as follows; membrane stress will be limited to 2.0 S and membrane plus bending will bg limited to 2.4 S. d. Operability of active equipment will be demonstra'ted by analyses 6 or tests or by similarity to other equipment which has been I appropriately qualified. (=**""R{C _.A ^ i%] ~ 4. Electrical Equipment
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The specific criteria and methods to be used in the seismic re-evaluation of electrical equipment are basically the sarae as those in the FSAR except for the use of the Hosgri spectra. T. l l i cRefer to FSAR, Section 3.2 for definition of PGandE equipment classification. I k ~ h .}}