ML16341D908

Forwards Request for Addl Info Re New 17x17 Fuel Design, Based on Review of FSAR Through Amend 1

ML16341D908
Person / Time
Site:	Diablo Canyon
Issue date:	01/04/1974
From:	Goller K US ATOMIC ENERGY COMMISSION (AEC)
To:	Searls F PACIFIC GAS & ELECTRIC CO.
Shared Package
ML16341D906	List: ML16341D905 ML16341D907 ML16341D908 ML16342C174 ML17083B799
References
NUDOCS 8610150231
Download: ML16341D908 (24)

Text

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50-275

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and 50-323 TAN, 4 74',

Pacific Cas and Electric Company Nr.'rederick T. Sear ls Vice President and General Counsel 77 peale Street Ban Frincisco, California 94106 Centlen:ea:

In order that we may continue our review oi your application for licenses to ocrate the Diablo Canyon Units 1 aud 2, additional inionuLciou is required.

'Lhe specific information required is described ia the enclosure.

llith, regard to the new 17 x 17 fuel design that you have indicated will be utilized iu the Diablo Canyon Units, you have informed us previously that an amendmeut ou this sub)ect would be submitted to us by i%arch 1,

1974.

our staff review of the Mestinghouse topical report VCAP-8185 oa this fuel design is continuing.

Any requirements for additional information or other coaxaunications relative to our review of this topical report are and will contiaue co be sent directly to Mestinghouse.

It is our understanding that when your amendment is submitted, all of the taformatioa ia the topical report, as it may have been modified as a result of our review up to chat time, vill be incorporated.

Please confirm or correct this urderstanding.

The items in the enclosure are organized irco groups which correspond to your Final Safety Analysis Report (FSAR) chapter headings.

These ftems are sequentially numbered withxn each chapter; we vill continue to er ploy this uuribering system in any futuro requests for information tc r.:aincaia contiuuic>.

The requests iu this letter are based on our review of the FSAR through Aaeudmeut ho.

1.

In order co maiutaiu che licensing review schedule set forth in our letter to you dated december 21,

1173, we will. ueed a completely adequate response to the enclosed questions by February 15, 1974.

I!'ou cannot meet this dace or, ii your reply is not fully respousive to our requesc, it is highly probable that the overall schedule for completing the licensing review oC your application will have to be exteuded.

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g Please contact us if you have any questions regarding the Information that has been requested.

Sincerely,

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w alv Karl R. Collar, Chief Light Water Reactors Group '1-3 Directorate of Licensing

Enclosure:

Request for Additional Information cc v/encl:

Mr. W. J. Lindblad, Pro)ect Engineer Pacific Gas and Electric Company 77 Beale Street Sen Prancisco, California 94106 P. A. Crane, Jr., Esq.

Pacific Gas and Electric Company 245 Market Street San Prancisco, California 9410(

Westinghouse Electric Corporation ATTN:

Mr. Joseph W, Dorrycott Pro)ect Manager, Diablo Canyon P.

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Box 355 Pittsburgh, Pennsylvania 1523C DISTRIBUTION:

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9-1 AUXILTAR'3 SYS'GEMS 9.2 Identify and discuss the protective design features which assure operation of Category I auxiliary systems under the following conditions:

(a> design basis heat and humidity, (b) design basis cold and icing, (c) design basis rainfall and water runoff, (d) design basis flooding, (e) internally generated

missiles, and (f) conditions caused by failure of nearby non-Category I systems and components.

P Provide a "tabulation of all. valves in the reactor coolant pressure boundary and in other seismic Category I systems, using the recommendations in Regulatory Guide 1.29, "Seismic Design Classification".

Your tabulation should include safety valves, relief valves, stop valves, stop-check valves, and control valves whose operation is relied upon either to assure safe plant shutdown or to mitigate the consequences of a transient or accident.

The tabulation should ideritify the system in which it is installed, the type and size of valves, the actuation type(s),

and the environmental design criteria to which the valves are qualified, as stated in the design specifications.

9.3 For all vessels that contain gas under pressure (such as nitrogen, chlorine, hydrogen, oxygen, air and C02 tanks) provide the following data:

(a:

the design and operating pressure, (b) the maximum pressure of the gas supply, (c) the location of the vessel, (d) the total energy released if the largest pipe connected to the vessel should

rupture, (e9 the protective measures taken to prevent the loss of function of adjacent equipment essential for a safe and maintained reactor

shutdown, and (f) for each vessel identify, discuss and supply the basis for any exceptions or deviation that will be taken to the positions set forth in the Occupational Safety and Health Administration regulation OSHA 29 CFR 1910.

Questions 9.4 through 9.19 refer to Section 9.1 of the FSAR (Fuel Storage and Handling).

9.4 Discuss the'pparent. discrepancy in the design of the seismic design Class II new fuel racks for a 1.00g horizontal acceleration simultaneous with 0.26g vertical acceleration, and the design of the seismic design Class I ~sent fuel racks for a 0.84 horizontal acceleration simultaneous with 0.26 vertical acceleration.

9.5 Piovide the assumptions used in the subcriticality calculations for the spent fuel storage area.

ENCLOSURE 8 LIST OF DOCUMENTS AND RECORDS AUDITED DURING MEETING

DOCUMENTS REVIEWED AT NRC/PG8IE MEETING.

1.

FSAR Update, Revision 1, September 20, 1985 Sections 3.7, 3.8,

9. 1 Figures 3.7-4, 3.7-5, 3.7-13, 3.7-21, 3.7-25 Tables 3.2-1, 3.7-1 2.

NRC Safety Evaluation Report (NUREG-0675), Section 9.2.1, October 1974 3.

NRC Letter to PG8E, dated August 13, 1973 4.

AEC Safety Guide 13, March 10, 1971 5.

NRC Regulatory Guide

1. 143, Revision 1, October 1979 6.

PGEE Calculation No.

52. 15.36. 1, Volumes 1 through 4, Rev.

1 7.

Weld Map and Inspection Records for Amendment 9 of Work Package M781 showing welding of feet to embed plates (see Item 12).

8.

Weld Map and Inspection Records which show additional welding on Rack 8 and repair to damaged bar on Rack 1 (see Item 12).

9.

Weld Map and Inspection Records which show bar stock stiffness added to tension members (see Item 12).

10.

Weld Map and Inspection Records which show base plate metal repair locations (see Item 12).

ll.

Welding Procedure Specification 4.47 (used to perform welding).

12.

Construction Work Package M781, Amendment 9 (8/22/86) and 10 (9/5/86)

(Installation Procedure),

includes Items 7 through 10.

13, PG5E drawing 439501, Rev.

7 (8/2/85) 14.

PGSE drawing 439516, Rev.

5 (8/27/79) and drawing 439517 Rev.

4 (8/27/79), (attached)

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ENCLOSURE 9

PGAE DISCUSSION OF EIGHT CONFIRMATORY ITEMS (Provided to NRC on September 23, 1986)

AUDITACTION ITEMS QUESTIONS AND RESPONSES s

I.

Provide a table of loads derived from the computer catalysis output used for the evaluation of key fuel rack components.

The table should identify north-south and east-west Ioods.

Also, provide a sketch(s) identifying key rock components.

~Res nse:

Tables of loads for key e1ements of the racks were prepared by compiling-results fram the computer output and corresonding referenced pages in the calculations.

Figures were also prepared identifying the key elements and boundary conditions of the rack models.

A justification was prepared and included in the calculation demonstrating the adequacy of the design evaluation for the vertical seismic loads.

The contents of these tables and figures were reviewed by the NRC and their consultants.

2.

Provide a discussion/calculation for the stress or strain of the fuel pool liner; i.e.,

membrane stress/strain and membrane plus bending stress/strain.

The concf~t of relative stiffnesses for load sharing can be used

~Res onse:

A calculation was prepared for evaluation of the effect of the changed anchorage on the spent fuel pool floor liner.

The calculated liner strain values are documented in response to Question I2 (Item le6 of the stress table).

3.

Reformat the stress/stress ratio table to'use a common value for material yield stress; i.e., ensure consistency throughout the table.

~Res onse:

The stress table hos been rafa'rmatted using common Fy values t.

(base metal and welds) consistent with the FSAR critet'ia.

This reformatted table is included in PGandE's letter to the NRC doted September 23, l986 (Table I).

4.

Provide calculations for the rotational stiffness of the rack anchor brocket, including the moment about the N-S axis of the anchorage weldment due to E-I seismic loads.

~Res onse:

An upperbound rotational stiffness of the anchorage assembly for the EW direction was calculated considering the flexibility of'the embeds.

This value is shown in response to Question l2 (item ill 4.3 of the stress table).

The corresponding bending moment due to this rotational stiffness was calculated using the angle of rotation obtained from the computer analysis (hinged global model).

This is documented in the calculation and was reviewed during the audit.

5.

Provide stress data on the welds at the following rack locations:

a.

Anchor bracket cormection to the rack.

b.

Anchor brocket conmMion to the embedded plate.

~Res ense:

Weld stresses for the anchorage bracket to the embed plate and to the racks were reviewed to include the effect of the eccentricity resulting from the changed rack anchorage condition.

The resulting stiffnesses are included in the table prepared in response to Question f2 (item I S.l of the stress table).

6.

Provide stress data andfJ'or a discussion of the assumptions, etc.'- for the following items:

a.

Bending stresses in the emhxkkd plate (8" x 8" and 8" x l35" plates).

b.

Capacity of the embedded plate; consider eccentric loads, shear, and interoction from adjacent embeds.

c."

Stud interaction equation.

d.

Bearing stress in concrete.

~Res onse:

The calculations for the design evaluation of the embed assemblies (single and double) were revised to include additional

. clarifications for the following items:

o Plate bending stresses o

Embed capacity for eccentric loads, shear, and interaction from, adjacent embeds o

Stud interaction equation o

Concrete bearing stresses The calculations were audited and the results are documented in response to Question l2 (Item I.7 of the stress table).

7.

Provide a discussion of the locol effects of the moment due to the lood eccentricity on the corner of the fuel rock.

~Res ense:

The effect of moment due to eccentricities on the dorner of the fuel racks was discussed in detail.

The maximum moment was conservatively assumed to be resist only by the corner cell, which results in a local stress of less than IO ksi. Considering the relatively low magnitude of this stress, and ignoring the additional resistance available from other connecting elements (such as the diaphragm, exterior strap bars, gusset plates, etc.), it was concluded that the effect of the eccentric loads are adequately accommodated in the design of the changed racks.

8.

s Provide calculations which confirm the odequocy of the as-built conditions of the original racks with respect to the original loads.

~Res onse:

Calculations were reviewed by FRC relating to the original as-built condition of the spent fuel racks.

The as-built connection capabilities were compared with the original design loads.

It was concluded that the original as-built connections were adequate to transfer the original design loads, and that applicabte criteria were satisfied.

Written responses to the above items were provided to the NRC Staff on September 23, l986.

These responses will be appended to Calculation No.

52. I5.36.I.