ML19324B609

Proposed Tech Specs,Maintaining Boron Concentration in Spent Fuel Pool at Level Greater than 1850 Ppm

ML19324B609
Person / Time
Site:	San Onofre
Issue date:	11/02/1989
From:	SOUTHERN CALIFORNIA EDISON CO.
To:
Shared Package
ML13303B163	List: ML13303B162 ML19324B605 ML19324B609
References
C311-89-2121, GL-88-20, NUDOCS 8911070168
Download: ML19324B609 (80)

Text

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l 3/4.9 REFUELING OPERATIONE

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3/4.9.13 BPENT FUEL POOL BORON CONCENTRATION 1

LIMITING C3NDITION FOR OPERATION l 1

3.9.13 The boron concentration in the spent fuel pool shall be i maintained ~at a level greater than or equal to 1850 ppm.

Applicability: With fuel assemblies in the spent fuel pool.

&Eth2D: With the requirement of the above specification not sat;,sfied: ,

Immediately suspend all additions or movement of fuel in the

, spent fuel pool and take action to restore the boron concentration to a'value equal to or greater than 1850 ppa.

SURVEIfTANCE REOUIREMENTS l

4.9.13 A sample of spent fuel pool water shall be collected and i analyzed for boron concentration at least:

a. Once per month and

b. Within 72 hours8.333333e-4 days <br />0.02 hours <br />1.190476e-4 weeks <br />2.7396e-5 months <br /> prior to any fuel movement.

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l j' SAN ONOFRE-UNIT 2 3/4.9-16 AMENDMENT NO.

I 8911070168 891102 l PDR ADOCK 05000361

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t e i, 3/4.9 REFUELING OPERATIONS RASES I

3/4.9.13 SPENT FUEL POOL BORON CONCENTRATION

l. The minimum requirement of 1850 ppa boron ensures that k-off 5 0.95 in the Region II racks in the event of fuel assembly misloading with an enrichment /burnup combination not meeting the  !

criterion for storage in Region II.

Calculatione show that with 1800 ppa boron the Region II racks can be completely filled with misloaded fresh unshimmed fuel with an assembly average enrichment of up to 4.1 W% and maintain <

k-off 1 0.95, including all uncertainties. Therefore, 1850 ppm of boron is specified to allow for measurement uncertainty.

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SAN ONOFRE-UNIT 2 B3/4 9-4 AMENDMENT NO.

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b. Fuel M e i shall be stored in Region II in either (not f

.both simultaneously) a checkerboard pattern or an j alternating row pattern per Figure 5.6-3.

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y c. Fuel Type 1 shall be separated from Fuel Type 2'by at  :

L, least one (1) completely empty row of storage cells. J 1'

d. Fuel Type 1 shall not be stored in the same row as Fuel i- Type 2.

e. One (1) completely empty row of Region II storage ' cells  !'

shall' separate Fuel Type 1 stored in Region II from fuel storage Region I.  :

l s f. Except for the purposes of'a fuel reconstitution i station described below (g), Fuel Type 1 and Fuel Type i 2 storage arrays shall not alternate in Region II. j l' .!

l g. For purposes of fuel reconstitution / inspection work, it ]

is permissible to have the three (3) row (empty - every a other Fuel Type l'- empty) arrangement of Figure 5.6-4 any where in the Fuel Type 2 storage array. Additional empty rows are allowed. This three (3) . row pattern may 1 be repeated in the.-Fuel Type 2 storage array if at l least eight-(8) rows separate repetitions. I DRAINAGE 5.6.3 The spent fuel storage pool-is designed and shall be maintained to prevent inadvertent draining of the pool below elevation 60'6". ]

CAPACITY

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5.6.4' The spent fuel storage pool is designed and shall be L maintained with a storage capacity limited to no more than 1542 fuel assemblies. ,

l 5.7 COMPONENT CYCLIC OR TRANSIENT LIMITS

- 5.7.1 The components identified in Table 5.7-1 are designed and l '

shall be maintained within the cyclic or transient limits of R Table 5.7-1.  !

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l SAN ONOFRE-UNIT 2 5-8 AMENDMENT NO.

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3/4.9 REPUELING OPERATIONS 3/4.9.13 SPENT PUEL POOL BORON CONCENTRATION -

1 LIMITING CONDITION FOR OPERATION i

3.9.13 .The boron concentration in the spent fuel pool shall be 1 maintained at a level greater than or equal to 1850 ppa.. l Anolicability: With fuel assemblies in the spent fuel pool.

&gtant With the requirement of the above specification not t sat.sfied i

Immediately suspend all additions or movement of fuel in the l

. spent fuel pool and take action to restore the boron i concentration to a value equal to or greater than 1850 ppm. j SURVEIT.TANCE REOUIREMENTS l I c 4.9.13 A sample of spent fuel pool water shall be collected and l analyzed for boron concentration at least:

a. Once per month and

b. Within 72 hours8.333333e-4 days <br />0.02 hours <br />1.190476e-4 weeks <br />2.7396e-5 months <br /> prior to any fuel movement.

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SAN ONOFRE-UNIT 3 3/4.9-17 AMENDMENT NO.

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3/4.9 REFUELING OPERATIONS mAars 3/4.9.13 SPENT FUEL POOL BORON CONCENTRATION  !

The minimum requirement of 1850 ppa boron ensures that k-off.$ [

0.95 in the Region II racks in us event of fuel assembly misloading with an enrichment /burnup combination not meeting the ,

criterion for storage in Region II. -

Calculations show that with 1800 ppa boron the Region II racks t can be completely filled with misloaded fresh unshimmed. fuel with-  !

L an assembly average enrichment of up to 4.1 W4 and maintain k-off '

1 0.95 including all uncertainties. Therefore, 1850 ppa of boron la specified to allow for measurement uncertainty ,

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SAN ONOFRE-UNIT 3 B3/4.9-4 AMENDMENT NO.

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b. Fuel M e 1 shall be stored in Region II in either (not a both simultaneously) a checkerboard pattern or an  !

alternating row pattern per Figure 5.6-3. 3

'i c.. Fuel Type 1 shall be separated from Fuel Type 2 by at least one (1) completely empty row of storage cells..

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d. Fuel Type-1 shall not be stored in the same row as Fuel l Type 2.

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e. One (1) cess lately empty row of Region II storage cells j shall separate Fuel Type 1 stored in Region II from fuel storage Region I. q l

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f. Except for the purposes of a fuel reconstitution station described below (g), Fuel Type 1 and Fuel Type 2 storage arrays shall not alternate in Region-II. '

g. For purposes of fuel reconstitution / inspection work, it is permissible to have the three (3) row (empty - every  ;

other Fuel Ty any where in.pe the1Fuel - empty) Type arrangement 2 storage array. of Figure 5.6-4 Additional empty rows are allowed. This three (3) row pattern may j be repeated in the Fuel Type 2 storage array if at' least eight (8) rows separate repetitions.

L DRAINAGE 5.6'.3 The spent fuel storage pool is designed and shall be l l maintained to prevent inadvertent draining of the pool below -

E elevation 60'6".

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CAPACITY 5.6.4 The spent fuel storage pool is designed and shall be maintained with a storage capacity limited to no more than 1542  :

fuel assemblies.

i 5.7 COMPONENT CYCLIC OR TRANSIENT LIMITS -l 5.7.1 The components identified in Table 5.7-1 are designed and shall be maintained within the cyclic or transient limits of

. Table 5.7-1.

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SAN ONOFRE-UNIT 3 E-8 AMENDMENT NO. l l

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[: ENCLOSURE 3 L

1 REPIACEMENT PAGES TO SPENT FUEL' POOL RERACKING LICENSING REPORT 4

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TABLE OF CONTENTS (cont) r 2.RER TABLES 2.1-1 Fuel' Assembly Data 2.1-3 I 3.1-1 Benchmark Critical Experiments 3.1-21  ;

3.1-2 Comparison of Phoenix Isotope Prediction to  ;

Yankee Core 5 Measurements 3.1-22 3.1-3 Benchmark Critical Experiments, Phoenix Comparison 3.1-23 3.1-4 Data for U Metal and UO2 Critical Egeriments 3.1-24 3.2-1 Principle Parameters of the Fuel Pool Cooling Systems .

3.2-16 i

- 3.2-2 Anticipated Normal Offload Schedule 3.2-17  :

3.2-3 Postulated Full Core Offload Schedule 3.2-18 -

3.2-4 Anticipated-Normal Refueling Heat Loads 3.2-19 ,'

3.2-5 Postulated Full Core Offload Heat Loads 3.2-20 3.2-6' Spent Fuel Pool. Heat Eu,nanger Design Specification ~ 3.2-21 3.3-1 Normal Operatio(per Heat Exchanger) n Results Local Rack Thermal-Hydraulic Analysis .

3.3-6 3.3-2 Flow Blockage. Analysis Results 3.3-7

• 4.1-1 Rack Data (Each Unit) 4.1-11 4.4-1 Loads and Load Combinations for Spent' Fuel Racks 4.4-8 -

4.5-1 Listing of Seismic Analysis Bounding Cases (Primary Analysis) 4.5-37 4

. 4.5-2. Listing of Seismic Analysis Bounding Cases (Confirmatory Analysis) 4.5-38 4.6-1 Current Evaluation Results for the Spent Fuel Pool Walls and Basemat 4.6-28 i

4.6-2 Comparison of Governing Results for the Original l- Design Versus the current Evaluation for the 1 Spent Fuel Pool 4.6-29 L 4.6-3 Comparison of Modal Characteristics for the ,,

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. Lumped Parameter Model Versus the Current  !

Evaluation' 4.6-30 4.6-4 Minimum Margin to Allowable Region I 4.6-31 '

4.6-5 Minimum Margin to Allowable Region II 4.6-32 4.6-6 Rack Gap Spacing Results 4.6-33 5.1-1 Approximate Spent Fuel Storage Needs SONGS -

L Unit 2 5.1-14 '

1 5.1-2 Annual Power Replacement Costs Attributed to SONGS Unit 2 5.1-15 5.1-3 Annual Power Replacement Costs Attributed to SONGS Unit 3 5.1-16 5.2-1 Normal and Maximum Isotopic Inventories of the Spent Fuel Pool Purification System Ion Exchanger ( Ci) 5.2-22 )

5.2-2 Fuel HandlLng Building Normal and Refueling Operation Airborne Radioactivity Concentrations 5.2-23 5.2-3 Dose Rates in the Vicinity of the Spent Fuel Pool (arem/h) 5.2-25 5.2-4 Estimated Radiation Doses for Construction Activities 5.2-26 l

TMFWO057 9/89 v Revision 4 1

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TABLE OF CONTENTS (cont)

EAER TABL2S (Cont)

H 6-1 Radionuclides in the Spent Fuel Pool Water 6-14 U 6-2 Airborne Radionuclides in the Fuel Handling J Building 6-15 l FIGURES  ;

1-1 Leak Chase System

2. 2-l' spent Fuel Storage Rack Arrangement ,

2.2-2 Fuel Assemblies in High Density Spent Fuel Racks 2.2-3 Rack Location in Spent Fuel Pool i 3.1-1 Region I Cell Layout n 3.1-2 Region II Cell Layout >

L 3.1-3 Units 2 & 3 Fuel Minimum Burnup vs. Initial Enrichment

, for Region II Racks ,

L 3.1-4 Unit 1 Fuel Minimur Burnup vs. Initial Enrichment for Region II Racks .

3.1-5 _ Fuel Storage Patterns for Region II Racks l 3.1-6 Fuel Storage Patterns for Region II Racks Reconstitution

• Station 3.2-1 Spent Fuel Pool. Cooling Loop i

.3.2-2 1 Proposed Unit 2 Spent Fuel Pool Cooling Piping i I 3.2-3 Shutdown Cooling for Spent Fuel Pool-i~

3.3 Spent Fuel Pool Natural Recirculation Model (Elevation View).

3.3-2 Spent Fuel Pool Natural Recirculation Model (Plan View) 3.3-3 Spent Fucl Rack Inlet Flow Area (Plan View) e 4.1-1 Fuel Storage Rack (Region I) 4.1-2 Region I Rack Cross-Section 4.1-3 Region II' Fuel Storage Rack

, ~4.1-4 Region'II Rack Cross-Section i 4.1-5 Region.II Rack Top-View 4.3-1 SONGS'2 and'3 Fuel Building Pool Floor Horizontal NS (NE368 C4) for.4% Damping DBE Spectra

4.3-2 SONGS 2 and 3 Fuel Building Pool Floor Horizontal EW (NE368 C4) for 4% Damping DBE Spectra 4.3-3 SONGS 2 and 3 Fuel Building Pool Floor Vertical (NE360 C4) for 4% Damping DEE Spectra 4.3-4 SONGS 2 and 3 Fuel Building Pool Floor Horizontal NS -

(NE391 C4) for 2% Damping OBE Spectra '

4.3-5 SONGS 2 and 3 Fuel Building Pool Floor Horizontal EW (NE406 C4) for 2% Damping OBE Spectra l' 4.3-6 SONGS 2 and 3 Fuel Building Pool Floor Vertical (NE396 C4) for 2% Damping OBE Spectra 4.5-1 Isometric View of SONGS 2 and 3 Fuel Handling Building 4.5-2 Acceleration Time History N-S DBE O to 40 Sec. '

L 4.5-3 Acceleration Time History N-S DBE 40 to 80 Sec.

4.5-4 Acceleration Time History E-W DBE O to 40 Sec.

4.5-5 Acceleration Time History E-W DBE 40 to 80 Sac.

4.5-6 Acceleration Time History Vert. DBE O to 40 Sec.

TMFWOO57 9/89 vi Revision 4

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, , TABLE OF CONTENTS (cont) ,

l FIGURES (Cont) I 4.5-7 . Acceleration Time History Vert. DBE 40 to 80 Sec. ,

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4.5-8 Structural Models Regions I & II 4.5-9 Effective Structural Models Regions I & II +

I 4.5-10 3-D Nonlinear Seismic Model Region I & II  :

4.5-11 Nonlinear Seismic Model (2-D View of 3-D Model) Region I j 4.5-12 Nonlinear Seismic Model (2-D View of 3-D Model) Region .

4 II 4.5-13 Nonlinear Seismic Model Partial Fuel, Quadrant Loading Region'I s 4.5-14 Nonlinear Seismic Model Partial Fuel, 4 Row Loading  ;

. Region I ,

4.5-15 Multiple Rack Model Full / Full Region I 4.5-16 Multi le Rack Model Empty / Full Region I 4.5-17 Multi le Rack Model Full / Full Region II 4.5-18 ' Multi le Rack Model Empty / Full Region II 4.5-19 Multi le Rack Model 4.5-20 Cell to Cell Wald Fin (Plan ite Element View) Region Model RegionII II 4.5-21 Preliminary Spent Fuel Storage Rack Arrangement l4 4.6-1 SONGS 2 and 3 Free Vibration Analysis (All Standard Fuel in SFP) Elevation Looking North Mode No. 4 4.6-2 SONGS 2 and 3 Free Vibration Analysis (All Standard Fuel in SFP) Elevation Looking East Mode No. 5 4.6-3 SONGS 2 and 3 Free Vibration Analysis (All Standard Fuel  :

in SFP) Elevation Looking East Mode No. 6 4.6-4 SONGS 2 and 3 Fuel Building Raw Floor Spectra El. 17' 6" DBE Horizontal (N-S) for 24 Damping SONGS 2 and 3 Fuel Building Raw Floor Spectra El. 17' 6" L 4.6-5 DBE Horizontal (E-W) for 24 Damping

• I 4.6-6 SONGS 2 and 3 Fuel Building Raw Floor Spectra El. 17' 6" l DBE Vertical for 2% Damping ,

l 4.6-7 SONGS 2 and 3 Fuel Building Raw Floor Spectra El. 114' 0" DBE Horizontal (N-S) for 24 Damping 4

l. 4.6-8 SONGS 2 and 3' Fuel. Building Raw Floor Spectra El. 114' l 0" DBE Horizontal (E-W) for 2% Damping l

4.6-9 SONGS 2 and 3 Fuel Building Raw Floor Spectra El. 114' <

0" DBE Vertical'for 2% Damping 4.6-10 Drop Heights Over Racks 4.7-1 Fuel Handling Building Unit 2 '

l 4.7-2 Spent Fuel Pool (Unit 2) Original Condition 4.7-3 Spent Fuel Pool (Unit 2) Final Configuration 4.7-4 Rorack Sequencing of Spent Fuel Pool (Unit 2) Original Condition 4.7-5 Proposed Rerack Sequencing Step 1 L 4.7-6 Proposed Rarack Sequencing Step 2 L 4.7-7 Proposed Rerack Sequencing Step 3 L 4.7-8 Proposed Rerack Sequencing Step 4 h 4.7-9 Safe Load Paths Fuel Handling Building (Unit 2)

E 4.7-10 Temporary Construction Gantry Crane 4.7-11 Plan (Cask Pool Cover) 4.7-12 Cask Pool Cover Installation l 4.7-13 Fuel Handling Building (Unit 2) Lifting Equipment 4.7-14 Temporary Cask Pool Storage Rack l

TMFWOO57 9/89 vii Revision 4

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1. INTRODUCILOX  !

l 1.1. PURPOSE .i i

Southern California Edison Company (SCE) plans to install' free [

s standing, high density, spent. fuel racks in the spent fuel pools l (SFPs)-of San Onofre Nuclear Generating Station Units 2 and'3 (SONGS 2&3). The purpose of the new racks is to increase the .

m amount of spent fuel that can be stored in each existing SFP from.

800 to 1542 elements. Therefore, this report supports the SCE 4 request that a License Amendment be issued to the SONGS 2&3 Facilities Operating Licenses, NPF-10 and NPF-15(1,2),

respectively, to include installation and use of free standing racks that meet the criteria contained herein. Additional I storage'is needed because the Federal Repository will not be-available as initially scheduled. ,

1.2 PROPOSED FACILITY MODIFICATION I

1 1.2.1 PRESENT FACILITY DESCRIPTION The spent fuel racks are located in the SFP in the fuel handling building (FHB) which is a Seismic category I reinforced concrete structure. The FHB is of heavy shear wall construction with a concrete slab, steel frame, composite-action roof system and a wall thickness that provides nuclear shielding and protection TMFWOO57 9/09 1-1 Revision 4

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1. INTRODUCTION

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l (j 1.1 PURPOSE

' Southern California Edison Company (SCE) plans to insta11' free standing,.high density, spent fuel racks in the spent fuel pools

'(SFPs) of San Onofre Nuclear Generating Station Units 2 and 3 ,

(SONGS 2&3). The purpose of tne new racks is to increase the amount of spent fuel that can be stored in each existing SFP from.

800 to 1542' elements. Therefore, this report supports the SCE 4 request'that a License Amendment be issued to the SONGS 2&3 ')

Facilities Operating Licenses, NPF-10 and NPF-15(1s2), i e

respectively, to include installation and use of free standing j racks that meet the criteria contained herein. Additional storage is needed because the Federal Repository will not be available as initially scheduled. j l

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1.2 PROPOSED FACILITY MODIFICATIQH i

1.2.1 PRESENT FACILITY DESCRIPTION I

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The spent fuel racks are located in the SFP in the fuel handling I

l building (FHB) which is a Seismic Category I reinforced concrete  !

structure. The FHB is of heavy shear wall construction with a 1

concrete slab, steel frame, composite-action roof system and a wall thickness that provides nuclear shielding and protection l

TMFWOO57 l 9/89 1-1 Revision 4 l

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, . 1.2.2 PROPOSED MODIFICATION ,

With the existing 800 storage locations in the present spent fuel  ;

storage racks, Unit 2 and Unit 3 will each retain its full-core j reserve storage capacity through cycle 6 which is scheduled to 1 begin in 1991 and 1992, respectively. To increase the capacity

.to store discharged fuel assemblies at SONGS 2&3, SCE plans to replace the existing storage racks with free standing high I

density spent fuel storage racks. This higher density storage of fuel' assemblies expands the capacity of each existing pool to y 'approximately'1542 assemblies, extending the full-core reserve 4-L storage capability for Unit 2 and Unit 3 through cycle 11 operation which is scheduled to begin in 2001 and 2002, .

respectively.

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1.3 INTERFACES WITH OTHER ORGANIZATIONS L" Southern California Edison has overall responsibility for this L modification, Westinghouse (H) has designed the new free 1'

L standing high density spent fuel storage racks. Additionally, H i l 1s responsible for the fabrication of the racks and the ,

y evaluation of the racks including accident cceditions. Bechtel 1

I Power Corporation (BPC) is responsible for the building l

l' structural analysis, the evaluation of the SFP cooling system and L

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l TMFWOO57 9/89 1-4 Revision 4

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2.2 NEW HIGH DENSITY RACKS l The new spent fuel storage racks will provide for storage of new and. spent fuel assemblies in appropriate regions of the SFP, t

while maintaining a'coolable geometry, preventing criticality, and protecting the fuel assemblies from excess mechanical or ,.

thermal loadings. Westinghouse 14 x 14 fuel assemblies from i SONGS Unit 1 and C-E 16 x 16 fuel assemblies from SONGS 2&3 may be stored in either Unit 2 or Unit 3 racks.

The plan view spent fuel storage pool rack arrangement for SONGS Unit 2 is shown in figure 2.2-1. Unit 3 rack arrangement is i

opposite hand. Figures 2.2-2 and 2.2-3 show elevation views of the arrangement of the racks in the SFP.

Fuel will be stored in two regions within each pool. Region I .

L (312 locations) consists of two high density fuel racks, each ,

with 12 x 13 cells (nominally 125.5 inches by 135.9 inches) which 4 has spacing obtained by utilizing a neutron absorbing material (Boraflex) and is used for full core off load (217 fuel assemblies), plus 95 locations. Region II (1230 locations),

which also uses Boraflex, has six high density fuel racks, four with 14 x 15 cells (nominally 124.82 inches by 133.67 inches) and

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two with 13 x 15 cells (nominally 115.97 inches by 133.67 inches)

L and provides normal storage for spent fuel assemblies. Region I will be used to store non-irradiated, 4.1 w/o (or less) U235 enriched fuel and fuel which has not achieved a pre-determined l

l TMFWOO57 9/89 2.2-1 Revision 4 l

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'burnup. Region II is designed to accommodate irradiated fuel f which meets the predetermined'burnup. Placementfof fuel.in  !

Region: II ' is

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$@> REGION I: 312 Storage Locanons at 10.40 inches CTC Specing

@O $ REG!ON 11: 1230 Storage Locations at 8.85 inches CTC Spacing -~ j W

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1542 Total Locations E O i p Z NOTE: All dimensions are nonwnal and represent inches

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REGION 11 RACK HEIGHT IS SIMILAR. SAN ONOFRE NUCLEAR GENERATING STATION l4 NOTE: BRIDGE PLATES NOT SHOWN Units 2 & 3 n FUEL ASSEMBLIES IN HIGH DENSITY l SPENT FUEL RACKS FIGURE 2,2 2 9/89 Revision 4

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t L SECTION VIEW  !

LOOKING NORTH l!

i i

SAN ONOFRE ,

NUCLEAR GENERATING STATION i Units 2 & 3 j RACK LOCATION IN SPENT FUEL POOL ,

FIGURE 2.2 3 9/89 Revision 4

i 3.2.2.3 mulk Pool Tannarature 8esults Tables 3.2-4 and 3.2-5 present the heat rate per refueling batch i and cumulative heat load in the S/P. The results are summarized l t

below: j Normal Refueling 25 MBTU/h  !

(1/2 core offload) 1355 fuel assemblies Full Core offload 51 MBTU/h l

[

1542 fuel assemblies 4  ;

lt The existing SFP cooling system is adequate to maintain the SFP temperature below 140F for the normal refueling heat loads, L

l assuming a single active failure required by SRP 9.1.3 III.1.d. f f

l A single active failure for this system would be the failure of  ;

one cooling pump. Also in accordance with SRP 9.1.3 III.1.d, a single active failure need not be cc nsidered for the full core f I

o offload. For both heat exchangers and pumps in operation for a  ;

l \

full core offload, the SFP temperature will be 156F assuming a i i

1 conservative heat load of 53.4 MBTU/h. Therefore existing STP l cooling system is adequate to maintain pool temperature below l boiling for full core offload heat loads. f i

h TMFWOO57 9/89 3.2-7 Revision 4  ;

p.

Table 3.2-2 ANTICIPATED NORMAL OFF14AD SCHEDULE l L

Refueling Number of Unit 2 Decay Number of Unit 1 Decay Data Assemblies Time fyrs) Assemblies Time (vrs) '

i Nov 1984 72 17.58 - .

Jan 1986 88 16.41 - -

Aug 1987 108 14.83 - - '

Jun 1989 108 13 75 13.3 Jun 1991 108 11 0 -

Jun 1993 108 9 52 9.3 Jun 1995 108 7 0 -  !

Jun 1997 108 5 52 5.3 l Jun 1999 108 3 - - ,

Jun 2001 108 1 14 1.3 l4 I Jun 2002 108 150 hrs - -

l l,

I l.

f i

f i

i I

+

J t

TMFWOO57 9/89 3.2-17 Revision 4

l 1

Table 3.2-3 POSTUIATED PULL CORE OFTLOAD SCHEDULE Refueling Number of Unit 2 Decay NumberofUnjt1 Decay Data Assemblies Time (vrs) Assemblies *) Time (vrs)

Nov 1984 72 16.58 - -

Jan 1986 88 15.41 - -

Aug 1987 108 13.83 - -

j Jun 1989 108 12 75 12.3 i Jun 1991 108 10 48 10.3  !

Jun 1993 108 8 52 8.3 *

, Jun 1995 108 6 52 6.3 l- Jun 1997 108 4 52 4.3 ,

Jun 1999 108 2 - - l Jun 2001 108 36 days 22 120 days l4 ,

Jul 2001 217 150 hrs - -

Unit it 301 assemblies stored ]4 !

Unit 2: 1211 assemblies stored l l 1542 spaces utilized l4 !

a. To maximize the heat load for the full core offload condition, 7 it is assumed that all Unit i fuel assemblies are discharged to '

one unit. I I

1 l

~

l  ;

l  :

i  !

t i

i TMFWOO57 9/89 3.2-18 Revision 4

is ,

m. j

/

Table 3.2-4 j ANTICIPATED NORMAL REFUELING HEAT LOADS l

Number of Number of l Refueling Unit 2 Heat Rate Unit 1 Heat Rate Cumulative f Data Assemblies fBTU/h) Assemblies (BTU /.ht. Heat Load 1984 72 2.4588E5 -- --

2.4588E5 l 1986 88 2.6071E5 -- --

5.0695E5 ,

1987 108 3.5847E5 ~~ -- 8.6505E5 {

1989 108 4.1741E5 75 1.7423E5 1.4567E6 ,

1991 108 4.3795E5 0 -- 1.8946E6 ,

1993 108 4.5992E5 52 1.3304E5 2.4876E6 1995 108 4.8563E5 0 -- 2.9732E6 1997 108 5.3012E5 52 1.5126E5 3.6546E6 '

1999 108 6.9022E5 0 --

4.3440E6 2001 108 1.7952E6 14 3.2921E5(H 6.4693E6(H 4 2002 108 1.8195E7 -- --

2.4664E7(H i i

a. The heat load shown actually corresponds to 44 Unit 1 i assemblies and, hence, is conservative. 4 t

P i

~

b l

7 i

TMFWOO57 9/89 3.2-19 Revision 4 ,

b

, y .r__v., _ - . _ - _ , . , _ . . , , . , __w.-,

l:

\

Table 3.2-5 l

PCSTULATED FULL CORE OFFLOAD HEAT LOADS Number of Number of  !

Refueling Unit 2 Heat Rat Unit 1 Heat Rate Cumulative ,

Date Assemblies _IBTU/h) Assemblies "3 (BTU /h) Meat Lead  ;

r 1984 72 2.4835E5 --

-- 2.4835E5  !

1986 88 2.6441E5 -- --

5.1276E5 l 1987 108 3.5994E5 -- -- 8.7270E5 i 1989 108 4.2756E5 75 1.7844E5 1.4787E6 i 1991 108 4.4868E5 48 1.1984E5 2.0472E6 [

1993 108 4.7194E5 52 1.3645E5 2.6556E6 i 1995 108 5.0322EE 52 1.4477E5 3.3036E6 i 1997 108 5.8061E5 52 1.6247E5 4.0467E6  !

1999 108 9.5704E5 0 -- 5.0037E6 l' 2001 108 8.6606E6 22 1.1659E683 1.4830E72) 6 2001 217 3.6426E7 -- --

5.1256E70)  ;

I

a. To maximize the heat load for the full core offload condition, f it is assumed that all Unit i fuel assemblies are discharged to one unit. >

l

b. The heat load shown actually corresponds to 52 Unit 1 4 assemblies and is conservative.  :

i I

I i

e 1

i l

TMFWOO57 9/89 3.2-20 Revision 4

a f

I i

i i l

not meet the enrichment vs. burnup criteria for unrestricted storage in Region II, may be stored in Region l

?

II.  !

v Lastly, this new Technical specification will define the conditions (empty - alternating cells - empty) under which a new/ burned fuel reconstitution station may be j established in Region II. f I

D. Technical Specification 5.6.4 will be revised to designate .}

that no nore than 1542 fuel assemblies may be stored in {

4 'l the spent fuel racks which is an increase of 742 from the l

current limit of 800. l l

I E. Technical Specification 3.9.7 will be revised to list the [

following allowable lifts of heavy loads above stored' f spent fuelt f

i

1. Spent fuel pool gates shall not be carried at a height

{

greater than 30 inches (elevation 36 feet 4 inches) ,

over the fuel racks. j

'I i

y 2. Test equipment skid (4500 pounds) shall not be carried j 1

l af a height greater than 72 inches (elevation 39 feet [

10 inches) over rack cells which contain Unit 2 or 3 fuel assemblies or greater than 30 feet 8 inches (elevation 64 feet 6 inches) over rack cells which

[ contain Unit 1 fuel assemblies.

TMFW0057  :

9/89 3.5-2 Revision 4 l

l >>  !

i ,

anchored to the floor nor braced to the pool walls or each other. Also, the pool floor plates are not attached to the pool

{

4 floor. l t

i Figures 4.1-4 and 4.1-5 illustrate the basic sections of the f

Region II fuel rack assembly. They are the storage cell, the l t

cover plate, the stiffener plate, the neutron absorber material 4 l

t (Boraflex), the Boraflex wrapper, the base plate, and the  !

leveling pad assembly. All rack components are made from Type j

, i 3041N stainless steel unless otherwise noted (see subsection i 4.7.1).

4.1.2.1.2.1 Storaae cell. The storage cell is fabricated from f

one sheet of 0.110-inch thick stainless steel welded together at ,

l one corner. The cell material is stretcher-leveled to maintain .

I dimensional stability and flatness. Each cell has an inner [

, square dimension of 8.63 inches and is 190.00 inches long.  !

l t 4.1.2.1.2.2 Cover Plate. The checkerboard cell configuration of a Region II rack assembly results in open "non-cell" locations  !

around the periphery of the rack during rack fabrication. These final "non-cell" storage locations are formed with the cover plates. Each cover plate is one sheet of 0.110-inch thick l stainless steel (same as the cells). Each cover plate is 190.00 f

I inches long and is sized to close off the periphery rack ,

openings. It is then welded to the adjacent cells (see figure l 4.1-5). -

i I  :

l -

l TMrWOO57 .

9/89 4.1-7 Revision 4

- - , . . - . * - - .,.e- -

-,r- . ,-..--.--...-e-

l I

l 4.1.2.1.2.3 Stiffener Plate. Around the periphery of each rack assembly, stiffener plates are welded against all cells and cover plates, adjacent to the base plate. The stiffener plates are  ;

sheets of 0.110-inch thick stainless steel, 7.25 inches wide and 4 I i 24.00 inches long (see figures 4.1-3 and 4.1-5). i 4.1.2.1.2.4 Neutron Absorber Material (Boraflex). Boraflex consists of fine boron carbide particles distributed in a polymeric silicone encapsulant. Boraflex material is held in place on the side of the cell by the Boraflex wrapper (paragraph j i

4.1.2.1.2.5). Its length and width are designed to allow for 6 l 1

both shrinkage and edge deterioration and still meet criticality l requirements. Some cells have Boraflex on all four sides, some j t

on three sides, and some on two sides. Boraflex is not required on peripheral Region II cell walls. Therefore, cells located in l

the interior of a Region II rack have Boraflex on all four sides. Periphery side cellu have Boraflex on the three rack interior sides. Rack corner cells have Boraflex only on the two i rack interior sides. l 4.1.2.1.2.5 Boraflex Wrancer. The Boraflex wrapper positions: f l4 the Boraflex on the side of the cell and holds it in place (see figure 4.1-4). The wrapper is attached to the outside of the cell by spot welding the entire length of the wrapper via its  !

side flanges. Manufacturing experience has shown that spot l welding in this manner does not distort the wrapper such that the t contained Boraflex is affected. The wrapper also provides for venting of the Boraflex to the pool environment. The lateral TMFWOO57 9/89 4.1-8 Revision 4 f

, .-- , . . . - - . . . . , y. . -

F.

clearance that the Boraflex has between the cell wall and the wrapper is designed to prevent pinching or binding of the Boraflex. This design precludes sagging or buckling inside the wrapper at any time during fabrication or in operation.

Base Plate. The base plate is a 1/2-inch thick 4 4.1.2.1.2.6 plate with 4-inch diameter holes centered at each storage cell to allow coolant flow. Additional flow holes are provided at support locations (see figure 4.1-5). The fuel assembly sits on the base plate when it is stored (see figure 4.1~4).

i 4.1.2.1.2.7 invalina Pad Assembiv. The major components of the 4 leveling pad assembly are the support block, the leveling pad, and the leveling screw (see figure 4.1-4). The support block is l

a 3-inch thick block welded to the bottom of the base plate. It L has a threaded hole that centers on a base plate hole. The t  ;

leveling screw rests inside the leveling pad and provides swivel j capability of the assembly in case of unlevel pool floor  !

conditions. The leveling screw threads into the support block and the leveling pad sits on the pool floor or floor plates. In l this manner, they transmit rack loads to the pool floor and provide a sliding contact. The leveling screws are remotely  ;

adjustable from above, through the cells, base plate, and support  ;

blocks. This permits the leveling adjustment of the rack. ,

t r

l TMrWOOF'/

L 9/89 4.1-9 Revision 4 l .

-l 4.1.2.2 Fuel Mandlina Southern California Edison fuel movement procedures require multiple verifications of any fuel movement plan. These procedures will be expanded to include certification of burnup as follows. At least 1 week prior to any movement of fuel from the reactor to Region I or transfer to Region II, fuel assembly l l

l l

I I

1 j

l l

t l

1 0

TMFWOO57 9/89 4.1-9A Revision 4

i l'

Table 4.1-1  !

l l

RACK DATA ,

(Each Unit) j

. l

,; j-

't ,

i Recion I ReciCL j l

Nunner of Storage l Locations 312 1230 j Number of Rack 4 Arrays Two 12 x 13 Four 14 x 15 Two 13 x 15 1

Center-to-Conter Spacing (inchen) 10.40 8.85 Cell Inside Width (inches) 8.64 8.63 l l

l Type-of Fuel Unit 2&3 Unit 2&3  !

i 16 x 16 and/or 16 x 16 and/or I Unit 1 14 x 14 Unit 1 14 x 14 1 4

Rack Assembly Outline i Dimensions (inches) 126 x 136 x 198 125 x 134 x 198 (14 x 15) I 116 x 134 x 198 (13 x 15) ]

Dry Weights (1bs)  !

Per Rack Assembly 52,953 36,227 (14 x 15)  !

33,965 (13 x 15) 4 ,

i

~

1 1

A TMFWOO57 9/89 4.1-11 Revision 4 4

I

=

10.00 QE r J ,  !

CELL A55EM8LY 3

\ r ,

h I

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I  !

1  !

l I

)  !

i i {

UPPER SIDE PMTE g - 8.6 4 50V AR E - "

i

% AQJ AC E N T C E L L AssE wat v 4 i

bTCP GRio l

__ ASSE Wst Y  ;

e

\

l  % ,

80RAFLEX 19 0. 00 R E F l I

% BORAFLEX  :

l I WRAPPER  :

l t l '

I l - g " -

l l %m" --

_ l

'l'

[

LOWER I T iD '

SIDE q

i l p NgE '

& l 4 '

PLATEQ ,

(

o h L ,

vp a o/ y m isin i

N -

\ sASE PL ATE 8.00 RE F -

/ SUPPoR7 atCCx

l. ~

i \ ,wwY h LEVELING PAD LINER

{0 p[ SAN ONOFRE  !

NUCLEAR GENERATING STATION

! NOTE: LINER BRIDGE PLATES Units 2 & 3 NOT SHOWN i REGION I RACK CROSS SECTION  !

FIGURE 4.12 9/89 Revision 4

-~ __ . _-_ _ -. __-._- _ __,___ .,__. ..._-_.- _ _ _ __.____. _ _ _.. _ _ _ __

. _ . _ . . _ _ _ _ . . . . _ . . . . . . _ _ _ ~ . . . . _ _ . _ _ __ ~ _ _ _ . . _ _ . . - _ .

l i

I l

)

l l

1 i

i h

i l

i l

l l t --

N / I

/

f  % / > i L, N # #

s , f s  %

s

. >s 55, s

x -

4 .

o 4

- ,g . .

i s - hi F.  !

Q LA

. r.

. , . l

. STIFFENER PLATE  !

1 *

• e t

\ s s. . >

,& T

• a l 6

• i Figure shows 12 x 14 rack array.

SONCS Region II racks are 14 x 15 and 13 x 15 arrays. Boraflex is 4 i not required on the periphery ',

cell walls. ,

[

SAN ONOFRE .

NUCLEAR GENERATING STATION l Units 2 & 3 1

j. REGION 11 FUEL  !

STORAGE RACK ,

FIGURE 4.13 ,

9/89 Revision 4 s

. , ~ . - - , . , , - . . , . . . _ . , . , . . , , , , - . , . - _ , . . , , - _ , . . , , .-,..__.,,,,_-._m..

l l

l 1

CELL-TO-CELL WELD 8.63 SOUARE CELL OPENING (TYPICAL)

,e S/

5 CELL -

l i BASE PLATE O O I .

i

I ,

8.85

~

i L TYP I

~ ~

, RACK SUPPORT s li [

LOCATION N N ( r .

( i, '.,

t A A i l

4 i

l O lI .

/ _- ,

l' I i f

STIFFENER PLATE COVER PLATE l

[

L 5

L ,

SAN ONOFME '

NUCLEAR GENERATING STATION Units 2 & 3 REGION ll RACK TOP. VIEW 1

FIGURE 4.1 5 9/89 Revision 4

i l

In addition the plan view, figure 4.5-19, shows the hydrodynamic elements between the racks and the pool wall. Since the seismic j model has multiple fuel racks, the hydrodynamic mass value for each rack is based upon the appropriate gap between the rack and  ;

i. l the pool vall. Therefore, the seismic analysis accounts for the j different gap sizes. The hydrodynamic mass in the E-W direction for rack 1 is based upon the initial distance between rack 1 and l the east wall of the spent fuci pool. The E-W hydrodynamic mass 4 l

for rack 2 is based upon the initial distance between rack 2 and l

the west wall of the pool. l' l i

Since the distance between the racks and pool wall on the north and and south and are approximately equal, the hydrodynamic mass l

l for the N-S direction on both racks is based upon the initial '

' distance between the racks and pool wall on the north wall and i south wall, and averaged over the four racks in the N-S direction. A more detailed discussion on hydrodynamic mass is h presented in paragraph 4.5.2.2.7 Fluid Coupling, and the details concerning the averaging technique for the N-S direction are [

presented in Section 3.2 of Reference 17. ,

i 4.5.2.2.6 Damping [

There are two types of damping present in the dynamic response of a nonlinear structure such as the fuel rack (structural damping and impact damping).  !

TMFWOO57 9/89 4.5-22 Revision 4

_ . _ _ -_. -. _ .. _ _ _ .... _ _ _ _...-___. __ _ _ - - - _ . . _ - . - _ _ _ . . _ _ _ _ _ _ _ - - - . - - ~ -

Equation (7) represents a set of uncoupled equations. These equations are integrated analytically to eliminate numerical darping or frequency distortion during integration. Equation (8) represents the extrapolation of generalized pseudo force vector by Taylor series. The number of terms that can be included in the Taylor series is determined by the continuity of (Qn1) and j its time derivatives. The more the number of terms, the larger the allowable integration time step. The extrapolation is done in the modal space, which is of relatively small size. Each I I

additional term of the series will require small additional j j storage in computer core. For the most practical applications, L it suffices to include only the first two terms of the Taylor I

series. j i

i l l For a given time step, modal equations of motion are integrated analytically. Then the displacement and velocities of the nodes l associated with the nonlinear elements are calculated. This l information is used to calculate the generalized pseudo force vector'and its time derivatives. Then the modal equations are 1

integrated for the next time step.

]

I i

4.5.2.3.1 Primary Analysis and Confirmatory Analysis 4

)

i i

The nonlinear model was run for the bounding cases listed in ,

table 4.5-1 which account for the variation of parameters such as i i

friction coefficient (0.2 and 0.8), Region I and Region II rack l t

structure, and fuel loading. This portion of the time history -

4 t evaluation (henceforth referred to as the " primary analysis") was l

l l

TMrWOO57 l 9/89 4.5-32 Revision 4 l'

2

, y--m , - - ._-,.-.--,-,.,,-+,e_ ,w---.

l

)

performed for the pool layout shown in figure 4.5-21. In order 0 i

to address the final pool layout shown in figure 2.2-1, which

]

reflects the removal of one east-west row of cells from two  !

Region II racks, an additional analysis (henceforth referred to as the " confirmatory analysis") was performed.

+

{

r I

In the seismic portion of the confirmatory analysis, the l

nonlinear model was run for the cases listed in table 4.5-2. The f

nonlinear model used in the confirmatory analysis was identical  ;

to the model used in the primary analysis with the exception of the chance in hydrodynamic mas,s attrix values (rack to pool wall i and rack to rack) to reflect the change in rack to pool wall and f rack to rack gaps. f

! {

4 l  !

l I

Tables 4.5-1 and 4.5-2 show that the nenlinear model for the  !

primary seismic analysis evaluated cases for both Region I and

'f Region II racks while for the confirmatory analysis only cases j for Region II racks were run. Thu justification for the cases ' f selected for the confirmatory analysis is the followings f i

l ,

A. The Region I and Region II racks have similar stiffness  !

and fundamental frequency. As evidenced by the results obtained from the primary analysis, for comparable fuel loading and hydrodynamic mass values the Region I racks -

l respond to seismic loading in a manner similar to the Region II racks. Therefore, for the final pool layout  !>

?

TMFWOO57 -

9/89 4.5-33 Revision 4 l

~. _ _ _. . _ . , , _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ , _ _ . . _ . . _ _ _ _ _ _ _ _ _ _

l i

i where the hydrodynamic effects are similar for the Region I and Region II racks, the response of the two types of 4

, rocks will likewise be comparable.  ;

\

l i B. A comparison of the final pool layout shown in figure 2.2-1 with the layout evaluated in the primary analysis j shows that the rack to pool wall gaps for the Region II  !

racks change by a greater percentage than do the gaps for the Region I racks. Therefore, the effect of the pool layout modification on the response of the racks will be l greater for the Region II racks as compared to the Region I racks. l C. The cases included in the confirmatory analysis are the f conditions of maximum displacements (absolute and relative 4  !

displacements) and loads so that the limiting conditions are evaluated, f

I f

For the reasons listed above, the confirmatory analysis was j t

performed by running the nonlinear model for the cases listed in l

l table 4.5-2 for the final pool layout shown in figure 2.2-1 and l comparing the Region II rsck response with the results obtained j in the primary analysis (cases listed in table 4.5-1 for the pool layout of figure 4.5-21). By obtaining the ratio of the  ;

1 confirmatory analysis rack response to the primary analysis rack response for the Region II racks, and by applying the maximum j ratio-obtained for the Region II racks to the primary analysis  !

results for the Region I racks, the rack response for the Region  !

i TMFWOO57 -

9/89 4.5-33A Revision 4  !

+p--er e, -,w. , - , , - , a, ,w - _ . , w,.c,,,w,,-.,----e,m-- w-a,-a-w.v..,ww

l t

l i

I racks for the final pool layout shown in figure 2.2-1 was conservatively (as discussed in section 4.5.2.3.1A, B, and C and 4 j

in section 4.5.2.3.2) obtained.

f The results from these runs include the fuel to cell impact loads, support pad loads, fuel rack structure internal loads and moments, support pad lift-off, fuel rack sliding, and structural j displacements. Since the seismic analysis was conducted on a l

' l multiple rack model, the relative (where relative is the .!

displacement of one rack with respect to un adjacent rack) j

- t displacements between racks at both the bottom and top of the l

racks as well as the absolute (where absolute is the displacement -t i

of a rack with respect to the pool floor) displacements at the l bottom and top of the racks were obtailled. The values of these results were searched through the duration of the time history to {

i-  !

obtain the maximum values. An 80-sscond , time history was used in  ;

the primary analysis and the first 50 seconds of this 80-second i 4 '

time history was used in the confirmatory analysis. The co'nfirmatory analysis was terminated at 50 seconds because all  !

t the limiting loads and displacements occurred during the first 50 f seconds of the primary analysis. The maximum values of the loads f and moments were used in the stress analysis, and the  !

displacement results were used to show that significant separation m'argin against impact with an adjacent rack or the l4 pool wall remains and that there la ample margin against overturn. t i

f TMFWOO57 .

9/89 4.5-33B Revision 4  !

l

- i h

4.5.2.3.2 Conservatisms and UncertEinties 4 A number of conservatisms have been incorporated in the analysis and are listed below.

1 A. All fuel assemblies are treated as if they respond in )

phase which results in the anximum rack response.

3. Friction coefficients of 0.8 maximum and 0.2 minimum are l l

used in the analysis. ,

l  !

C. A low value of 4.4% is used for the fuel assembly grid  !

impact damping.

?

t 6

i I

r e

e TMFWOO57 9/89 4.5-33C Revision 4

I l

l I

i

n. l l

Table 4.5-1 l

t LISTING OF SEISNIC ANALYSIS  !

BOUNDING CASES  !

(PJIIMARY ANALYSIS) l4  !

FUEL IDADING  !

RACF. TYPE (STANDARD CASES) FRICTION COEFFICIENT .l4 ,

Region I Partial, Quadrant 0.2 l Region I Partial, Quadrant 0.8 ,

Region I Partial, Four Rows 0.2  :

Region I Partial, Four Rows 0.8 i t

Region I Full / Full 0.2 i Region I Full / Full 0.8  ;

Region I Empty / Full 0.2  :

Region I Empty / Full 0.8 l r

Region II Full / Full 0.2 l Region II Full / Full 0.8 l Region II Empty / Full 0.2  :

Region II Empty / Full 0.8 i

?

l I

i I

F.

i l

I f

~

e TMFWOO57 9/89 4.5-37 Revision 4

D. s L'

t

> , e i

Table 4.5-2  !

LISTING OF' SEISMIC ANALYSIS j BOUNDING CASES t (CONFIRMATORY ANALYSIS) l P

i RACK TYPE FUEL LOADING FRICTION COEFFICIENT Region II Full / Full ( A) 0.2 ,

Region II Full / Full (a) o,3 Region II Empty / Full (a) 0.2 l Region II Empty / Full (b) o,3  !

a. 2 x Star.dard Case

b. Standard Case '

4 i

h l

i I

I I

~

TMFWOO57 9/89 4.5-38 Revision 4

-._,,.-,,,..,-,,.,-,,,-.~.e-..- ----,-,..,.,-.....,,--.,-,,,,.---n,+

i l

=

a

{N e '

528.00 -

$0 4 4 3.75 -# 4 - 3.44 3.69 4 4-4- N24.82 (3 k$ 11.10 g 135.90 - # ,

f3.38 (2)

{  ?!b E r- dk ' '

"Am T j 54 , 14 X 15 14 X 15 14 X 15 i -*g - 12 x 13 133.67

! E,

,m o>

125.5) R11 Ril Rif (2)

RI 2

} g 276.00 i

7.00 k[ {[

i F t 3.38

! 12 X 13 14 X 15 14 X 15 14 X 15 I 125.50 l Rt Ril Ril R11

= 0.00 6.90 b 1 r i f I c d b o I I i

e g48.00 i

g; oz u_______

2! **g "m RXX.CNEFH9G W >=m Cm>

=

m $>hh-h$b NN 2 >o

. gm SANGEHEt2ET2 r g8= o$mz SPENTREPOQUM1JT S mg D'd o (Unit 3 Mwror image) z a y "om y REGION I: 312 Storage I armaians at 10.40 in. CTC Specing g -t R E G IO N 11: 1260 Storage I armanos at 8.85 in. CTC Specog g O 1572 Total t.ccasions D

,. NOTE.- M h are W W W h e-

. ~ _ . . . .- - . _ . - . _ _ - - _ _ - . ... -

i 1

I l

Actual horizontal rack loads 5,252 kips 4 r

Reliner plate capacity 20,500 kips j original liner plate capacity 19,330 kips f Anchorage system capacity 8,240 kips i

The liner plate and anchorage system capacities are based [

l on AISC material allowables increased by a factor of 1.6  ;

for DBE conditions as allowed by UFSAR paragraph 3.8.4.5 (

(e.g.: tension = 1.6 (0.6 Fy)). ].

i I

i li f

f

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1 I

i s

t TMFWOO57 9/89 4.6-4A Revision 4 i

,_.- - ..- .- . . . _ ~ . - . - -

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l l

penetration about 5-3/4 inches deep by 63 square inches).  !

)

The test equipment drop is enveloped by an empty spent I fuel rack drop. 1 The empty spent fuel rack drop penetration discussed above j is conservatively based on a Region I type rack  !

(preliminary load 50 kips) dropped 50.5 feet and landing on one corner with the rack center of gravity located i vertically above the point of impact. This drop envelops

the following two worst case rack drops which are based on '

the final rack weights (includes lift rigging) and final 4 ,

actual drop heights based on installation sequencing. l

1. Drop height 47.5 feet.(maximus) Region II rack weight i 41 kips f

i i

2. Drop height 22 feet (approximate) Region I rack weight  !

58 kips i

f i

I

~ i i

i i

I I

TMPWOO57  :

9/89 4.6-5A Rev371on 4 I

f

I l

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M. l l

where load combination 3 (1.7 (D+L+E) ) is limiting - l

, 'l y ost

~

k~ ]

i wherre load combination 5 (1.3(D+L+E+Ta)) is limiting -

MA = Limit Lead - 1 i OBE 1.3(D+L+E+Ta) l  !

l M  !

l +

MA = Limi<: Lead -

1 i DBE 1.1(D+L+Ta+E') ,

4.6.2.3 Results for Rack Analvcis

, i l As discussed in paragraph 4.5.2.3.1, the response of the racks ,

due to seismic loading was determined by running the nonlinear j model for the cases listed in tables 4.5-1 and 4.5-2. seismic f loads for use in the structural evaluation of the rack components f and welds are obtained from the time history results, using 4  ;

results from both the primary analysis and the confirmatory .

analysis. For the Region II 14 x 15 racks, the saismic loads f used to calculate rack stresses were obtained from the I

confirmatory seismic analysis performed for the Region II racks.

TMFWOO57 9/89 4.6-15 Revision 4 f

+- .-m -+ ---n-, ,---m - a ~ -- -------_a, ,w--- .,_,a, , - -

emn__,,,,.---,,__,-,_,,n , , . , , ,,-w.vm-m,,,,,,,ma, , . .,-,,w _ m. n ,g-,...p

)

I For the Region II 13 x 15 racks, the results from the i confirmatory seismic analysis for the 14 x 15 racks were used to

]

obtain comparable loads for the 13 x 15 racks. The loads for the

]

13 x 15 racks rare determined by using the same loads per storage )

location as for the 14 x 15 racks and then multiplying by 195 l 1

(number of locations in a 13 x 15 rack) to obtain total rack i loads. The use of the same loads per storage location for both rack sizes is justified in that the racks have the same I i

dimensions in the east-west direction and only a small difference in the north-south direction. Thus, the racks will respond in a' l

Himilar fashion and produce comparable loads.  !

To obtain the seismic loads for the Region I racks for use in the istructural evaluation of the rack components and welds, load 4  !

l information from both the primary analysis and the confirmatory q

analysis was used. First, the percentage change of the Region II I loads for the confirmatory analysis cases versus the primary l

analysis results was determined. Then these load change factors were applied to the Region I loads obtained during the primary analysis to calculate loads appropriate for the confirmato$y f analysis. Because the Region I and II racks have such similar f responses (as shown in Section 4.5.2.3.1), the load change l I

factors determined for Region II may be used in the Region I r

~

confirmatory analysis. Finally, the modified Region I loads were [

used to calculate the margins to allowable for the Region I rack f components and welds.  !

s J

TMFWOO57 9/89 4.6-15A Revision 4

• k

,- ,_....,,%..._ .~,,,.-.,_,_y...,..,,,v.,

,..y_,,,,_,,,,,.__r,-.....

h. ' ., .

,, ' ' ;(

f Tables 4.6-4 and 4.6-5 show the minimum MA for the various

' components and welds on the SONGS racks. The adequate margin in u ,

each case shows that the racks meet the structural requirements of the ASME Code.  ;

In addition, the impact loads on the fuel assemblies due to the

' interaction with the rack during a seismic event have been

' determined. - The maximum calculated seismic impact load at a i

I t.

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i 9

1 TMFWOO57 9/89 4.6-15B Revision 4 j 1

I

. , 7. .

N c Y 1 i

spacer grid location is 2522 pounds, which is less than the 4 l

o i allowable spacer grid strength for the more limiting C-E 16 x 16 {

fuel. assemblies (24), ,

l

4.6.3 SPENT FUEL HANDLING MACHINE (SFHM) UPLIFT ANALYSIS An analysis was performed to demonstrate that a rack can withstand an uplift load of 6000 pounds produced by a jammed' fuel assembly. .Using worst geometry assumptions, the stresses resulting'from this load were calculated and compared to the  !

acceptance limits. This loading condition was determined not to be's governing condition and is covered by the results reported L in tables 4.6-4 and 4.6-5 for the limiting loading combinations. ,

In addition, since the gross stresses remained within the elastic L regime, there is no change of rack cell geometry of a magnitude -

sufficient to cause the criticality acceptance criterion to be

' violated.

l t

r 4.6.4 FUEL ASSEMBLY DROP ACCIDENT ANALYSIS ,

4.6.4.1 Statement of Problem 4.6.4.1.1 Drop Cases >

1 Two cases were considered for the accidental drop of a fuel assembly onto or into the racks. These were:

TMFWOO57 9/89 4.6-16 Revision 4

I' ( '

o .

y:

p p' These calculations were done for a Region II rack. Since j 4

this type of rack has only cas cell wall'between adjacent )

storage locations and the Region I rack has two call walls

-between adjacent storage locations, the Region II rack is

-the limiting case. 1 j

Administrative controls will be implemented to provide assurance that the radiological consequences of these j

. drops are acceptable. The administrative controls are  ;

presented in subsection 5.3.5.

, # l The drop of the test equipment onto the SFP floor was .l investigated. It has been shown that the results of such .

a' postulated event would be bounded by the rack: drop ',

analysis presented in paragraph.4.7.4.4.

4'. 6. 6 RACK DISPLACEMENTS l

/ As discussed in paragraph 4.5.2.3.1, the response of the racks +

1 due to seismic loading was determined by running the nonlinear 3 model for the cases listed in tables 4.5-1 and 4.5-2. Seismic displacements were obtained from the time history results, using

~

. results from both the primary analysis and the confirmatory 4  ;

analysis. For the Region II 14 x 15 racks, the seismic displacements were obtained from the confirmatory seismic L analysis performed for the Region II racks. For the Region II 13 x 15 racks, an additional calculation wau performed to determine TMFWOO57 9/89 4.6-25 Revision 4

f. ,

i i

the effect on rack displacement for the condition of removing one row of cells. Using the lift-off energy on a per location basis l

determined for the 14 x 15 racks and applying the same energy to  !

the smaller-and lighter 13 x 15 rack, an'84 increase in rocking  ;

L displacement (top of rack lateral displacement) was calculated. '

+ Thus, the displacements for the Region II 13 x 15 racks were i

determined by increasing the nonlinear modal displacements  ;

obtained for.the 14 x 15 racks by 8% for the 0.8 coefficient of  !

?

friction case (the condition with significant rocking). For the case with the coefficient of friction equal to 0.2 (where sliding  !

p rather than rocking dominates), an adjustment to the i

. displacements is not appropriate since rack size is not a significant factor in the amount of sliding displacement for the~

low coefficient of condition. The 14 x 15 rack displacements apply to the 13 x 15 rack as well. 4 I

To'obtain the seismic displacements for the Region I racks, displacement information from both the primary analysis and the  !

confirmatory analysis was used. First, the percentage change of  !

I the Region II displacements for the confirmatory analysis cases versus the primary analysis results was determined. Then these displacement change factors were applied to the Region I i displacements obtained during the primary analysis to calculate displacements appropriate for the confirmatory analysis. This method is conservative since the maximum percentage change (11%)

for any of the cases run was used as the displacement change factor even though a smaller change (less than 7%) occurred for the limiting case that produced the maximum displacements.

TMFWOO57 9/89 4.6-26 Revision 4

. _ . _ , _ . . _ . _ . . , ~ . _ _ _ _ _ _ _ _ _ , _ _ _ _ . _ . . _ . _ _ _ _

Finally, the modified Region I displacements were used to evaluate rack displacement versus rack to rack and rack to pool 4 1

L wall gaps.

{

1 L

i

-From the nonlinear time history analysis, the maximum Region I l

rack displacement (absolute displacement) was determined to be  ;

2.00 inches in the east-west direction and 1.67 inches in the 4 north-south direction. For the Region II racks, the maximum displacement was determined to be 1.63 inches in the east-west 4

L.

L, direction and 1.73 inches in the north south direction. The s

' remaining rack to pool wall gap is calculated by taking the

nominal initial clearance between the rack and the pool wall and then subtracting the installation tolerance (0.25. inches),

fabrication tolerance,. pool wall construction variation, total 4 thermal growth of one rack (0.10 inches), and the seismic displacement of the rack. The minimum remaining rack to pool wall gap is determined to be 2.29 inches and is based on the [

nominal initial rack to wall gap of 5.63 inches in the east-west direction for a Region II rack and the seismic displacement of 4 l 1.63 inches (table 4.6-6). It is noted that the cases of larger l displacement do not produce the minimum pool wall gap because of larger nominal initial clearances.

The most liafting relative displacement between racks as determined from the time history results is 1.54 inches. (A 4

larger relative displacement of 1.92 inches occurs in the -

east-west direction between the two Region I racks. However, the gap between these racks is large and this case is not limiting.)

TMFWOO57 9/89 4.6-27 Revision 4

_ __ _ .. ._._. _ _ _ _ . - . _ . . . .-..__.._m . _ . . . ._

l

.e Using the. appropriate nominal initial clearance between racks of 4.00 inches and then subtracting the installation tolerance (0.50 4 inches), fabrication tolerance, thermal growth of two racks (0.20

, inches total due to 0.10 inches per rack) and the seismic I relative displacement between racks (1.54 inches), the remaining 4 rack to rack gap ils determined to be 1.76 inches (table 4. e -6) . ]

From these results it is concluded that the racks are spaced with sufficient clearance so that rack to rack and rack to pool wall  ;

impact does not occur.

Also extracted from the time history.results is the maximum [

t support pad vertical displacement (lift-off). The maximum support pad lift-off is found to be 0.32 inches. For this 4 ,

magnitude of pad lift-off the factor of safety against rack

! overturning is determined to be greater than 39 which satisfies 4 l

the requirements of Section 3.8.5.II.5 of the SRP.

-=-sn

. +

4.6.7 RACK LOCATION VERIFICATION The applicable plant procedures which govern activities after a seismic event will be revised to include a requirement to perform a walkdown of the SFP to check the rack configuration. This walkdown will be performed after confirmation of an OBE event.

l . .

l:

TMFWOO57 9/89 4.6-27A Revision 4 l

I l

Table 4.6-1  !

i CURRENT EVALUATION (c) RESULTS FOR THE 4

{

SPENT FUEL POOL WALLS AND BASEMAT l

.. i Governing UFSAR Load Utilizatign  !

Combination (a) Factor (titD) -

4'  ;

North and South Walls:

I Horizontal Reinforcement 7 '88.4 Vertical Reinforcement 7 37.4 ,

l East Wall:

Horizontal' Reinforcement 7 23.1 Vertical Reinforcement' 7 47.0 West Wall:

Horizontal Reinforcement 7- 28.1 I

. Vertical Reinforcement 6 79.5 l

Basematt .

North-South Reinforcement 7 51.7 East-West Reinforcement 6 81.4 a.- Refer to Section 4.4.1.2.

L b. The Utilization Factor is defined as the percentage of -

resistance of the reinforced concrete section that has been -

utilized relative to the zero curvature line.

c. The evaluation results shown are based on the original LAR rack layout figure 4.5-21. The final rack layout resulted in i some rack interface loads decreasing (rack dead and .

4 hydrodynamic loads) and others increasing (rack seismic loads). These revised rack loads were evaluated and determined to be enveloped in every case.

TMFWOO57 9/89 4.6-28 Revision 4

pr ^

i f Table 4.6-2 L- COMPARISON OF GOVERNING RESULTS FOR l L ,. THE ORIGINAL DESIGN VERSUS THE CURRENT EVALUATION FOR THE SPENT FUEL POOL j i

, Max )

E Axial Flexural Flexural

? - Location Governing Load Load Load i I s

' in Spent Load Pu Mu Mu(Max) Mu/Mu(Max)

-Fuel Combination (kips) (K-ft/ft) (K-ft/ft)

Pool (a) (b) (c) (d) 7-Foot Thick UFSAR 7 -527 2604 2660 0.98 4

'Basemat E in Pool I' Area CURRENT 6 92 1465 1793 0.82 l l (E-W- EVALUATION -

L- Rainf) _ l H 4-Foot l l

Thick UFSAR 7 -404 '445 947 0.47- ,

l . (N or S)

L Spent L Fuel Pool l- Wall. CURRENT 7 -67 208 554 0.38' n (Vert' EVALUATION '

1: - Enknt) '

l 5-Foot i ' Thick UFSAR 7 0 666 674 0.99 ,

u (West) d Spent J Fuel Pool' I Wall CURRENT 6 208 215 257 0.84 i (Vert EVALUATION j Reinfi

a. ,The UFSAR values are from UFSAR table 3.8-10. The current evaluations are the maximum values obtained and not necessarily at the previous locations. '

Refer to Section 4.4.1.2.

p b. l L c. Sign convention for Pu: Compression (-), Tension (+) 4 l d. Maximum flexural interaction capacity (Mu(Max)) given the axial l load shown (Pu). l

' s. Refer to footnote c in Table 4.6-1 for discussion of rack i interface loads. 4 I L J s

1 I, .

l TMFWOO57 9/89 4.6-29 Revision 4

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4 l' .

Table'4.6-4 j MINIMUM MARGIN TO ALLOWABLE (d) 4 i <

REGION I  ;

L' D .;

OBE(a) DBE ID) u Support Pads 2.06 1.25 .i Calls 1.64 0.96 ,

4:

Grids 2.13 1.19 -!

Cell to' Cell Clips 2.01(c) 1,o1- 1 f

Welds i

L Cell to Grid 0.46 0.21 f Cell to Clip- .1. 85 0.55 i Grid to Grid 3.62 1.66~ 4 l

Grid to Base Plate 1.53 0.60 l Cell Seam 1.40 0.41-Cell to Wrapper 0.81 0.57 t

a. Load Combination 3 (1.7(D+L+E)] unless otherwise specified.

b. Load combination 7 [1.1(D+L+Ta+E')).

sc. Load Combination 5 (1.:l(D+L+E+Ta)3*

d. The margins reflect the confirmatory analysis results, as well as small changes to welds (increased weld sizes or number of welds) and a correction to the cell and support 4 pad stress calculations for the Region I racks which more -

, accurately evaluates the load carrying capability. .

?

i 1

.TMFWOO57 I

'9/89 4.6-31 Revision 4 l 1

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g y ,

x R 4

l O TI-  % ,

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Table 4.6-5 -l c :;

. Yi WABLE

[

3' MINIMUM ' REGION MARGIN ~II TO( l4 n.

l i s' I f' OBE(8) DBE ID)'  ;

F. 1 4

!, - Support Pads 1.76 0.91' -

t 4

Cells 1.14 0.55 >

Welds f

?

Cell to Base Plate 1.38 0.46 ,,

Cell to Cell 1.03(c) 0.46'  ;

4.

0.49~

cell Seam 1.66 ,

Coll' to: Wrapper 0.63 0.43 f i d t ,

a. Lo'ad Combination 3 (1.7 (D+L+E)] unless otherwise 'specified. ,

l' ' b. Load Combination 7 (1.1(D+L+Ta+E')). l t

f c. . Load Combination 5 (1.3(D+L+E+Ta))+  !

l l d. The margins reflect the confirmatory analysis and are  ;

E applicable to both the 14 x 15 and 13 x 15 Region II racks.

The margins also reflect small changes to welds (increased 4  ;

weld size or number of welds) and the addition of stiffener

~

L L plates to the lower portion of the peripheral cells.

1: ,

i TMFWOO57 9/89 4.6-32 Revision 4

. - . - ._ _:-_-.. . _ _ . _ _ - _ _ . . _ . _ _ _ . . . _ . _ , . . . ~ . _ _ . _ _. _ . . _ . _ _ _ _ . _ _ . . -

i

~

Table 4.6-6 RACK GAP SPACING RESULTS ,

i Absolute Item -finches)(G9p al Relative (inches) (gpp Di Initial Nominal Gap 5.63 4.00 Installation / Tolerance. 0.25 0.50 Construction tolerances (c) 0.00 0.00 i Pool Wall Variation 1.36 --

{

Calculated Thermal Growth 0.10 0.20 -

Reduced Gap 3.92 3.30 Calculated Seismic Displacement 1.63 1.54 4 Remaining Gap (d) 2.29 1.76

a. Rack to Wall

b. Rack to Rack

c. 1The base plate of each rack will be machined to a fabrication tolerance of +0.00/-0.12 inches for its length and-width di)nensions i directioh of the~ Regio n(with I rack exception of the+/-0.12 base plates east-west-inches). 4 Therefore,: there is no need to include fabrication tolerances in the limiting gap calculation.

d. It should be noted that the reported calculated seismic dis lacements'of the racks are the maximum values of rack dis lacement at the top or bottom of the rack.' The minimum reduced gap is based on the rack base plate dimension which is the widest section of a rack. Therefore, at the top of the racX where the initial gap is' larger, the remaining gap -

will be greater than that calculated by the ebove described method. (In other words, the plane of the rack wall will be held within the base plate dimensions including fabrication /

assembly tolerances.)

TMFWOO57 9/89 4.6-33 Revision 4

. . . , _ - . _ - _ _ , __ , .~ ...__,_ _ _ . . , . ,

- ... . , - - . ~ - - . - -- --. - - - - . . ._.- . .. .-- -

7 Section III'and VIII (Subsection NCA-4000), MIL-I-45208, MIL-Q-9858A, and RDT F2-2. The Quality Assurance Program at WNCD i is implemented through the Westinghouse Water Reactors Division \

'1 o Quality Assurance Plan as described in WCAP 8370(15), '

i o4.7.4 SPECIAL CONSTRUCTION CONSIDERATIONS c ,

The raracking of the SFPs at SONGS 2&3 (see figure 4.7-1, Fuel j Handling. Building Unit 2) will be accomplished in the "wat"  :

condition (spent fuel stored in pool during raracking) subsequent

~

to cycle 5 refueling. At that time there will be approximately

-480 spent fuel assemblies per unit being stored in each SFP.

Special considerations will be employed in the construction f

planning, equipment / tools development,. sequencing of activities, and administrative procedures and controls to ensure work is performed consistent with ALARA considerations and as safely as '

l practically achievable.  !

L 4.7.4.1 Removal / Installation Secuencina L

The rack removal / installation program will utilize the storage of a maximum of 210 fuel assemblies in the cask handling pool l4 o (adjacent to~the SFP) during the raracking process (sta figure 4.7-5). A E Region II rack will be niaced in the lower portion of the cask handling pool for the fuel storage. Pool cooling and L s purification for the cask pool will be maintained at the UFSAR (subsection 9.1.3) requirements throughout the period in which TMFWOO57 9/89 4.7-8 Revision 4

! \

~r. '

a I l

s.

spent fuel resides within the' cask handling pool (see paragraph i 4.?f . 4. 5) . A cover will be placed'directly over the entire cask pool to protect the spent fuel 1' rom postulated load drops. The cover will be designed and analyzed in accordance with Appendix A of NUREG 0612 for the governing applicable construction load drops. '

i The storage of a maximum of 210 fuel assemblies in the cask .4 handling pool during the raracking process will greatly enhance  :

the overall safety uargins and ALARA program throughcut the operation by:

. ~A. Reducing'the number of required fuel shuffling operations j and the number of fuel assemblies rhuffled each timer- [

.B. Allowing greater horizontal distance between fuel assemblies and work areas in the pool throughout most of I

the raracking program; C. Providing more spent fuel storage locations for greater i flexibility in isolating spent fuel away from areas which would. require the use of divers; L

D. Lowering the probability of having an accident in the SFP >

i irtvolving spent fuel assemblies (by reducing the number of assemblies available and increasing the distance between fuel assemblies and work areas / safe load paths).

TMFWOO57 9/89 4.7-9 Revision 4

' i

<r 'E l

.i I

E.- Allow for'the use'of divers for those activities which cannot be reasonably handled remotely. For this activit/

1

.a diving plan will be developed to further minimize 4 radiological exposure, j g ' The rerack sequencing for SONGS 2&3 is comprised of four general steps starting from the original condition shown in figure 4.7-4 depicting 480 fuel' assemblies (shown in red) residing in the SFP. The number of fuel assemblies used in describing the

2. various operations in the raracking effort are conservative 1 estimates of actual conditions to be encountered during the e

implementation ~ process. Therefore, the r. umbers are approximate

• in nature and are given to establish the numerical magnitude of -

the assemblies involved at each stage. .

t l

Southern California Edison's intent is to follow the sequencing I

described below. In the event that it is not possible to explicitly follow the sequencing, alternative approaches utilized .

will best comply with the five criteria listed above.

The first step in the process (see figure 4.7-5) consists of:

L ' placing a H Region II rack in the lower portion of the cask handling pool; placing a maximum of 210 fuel assemblies into the 4 H rack; placing the protective cover comple,:ely over the cask pool; relocating the rsmaining fuel assemblies to the north and 4 of the SFP (as shown); installing the temporary gantry crane (for TMFWOO57 9/89 4.7-11 Revision 4

r,; .>, . o.

b'

-t, s ,

0 l.l

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i j;- ,

use about!the pool area); removing.the six most southerly racks'. i

. - (10-15 per' figure?4.7-2) from the SFP; and removing the existing;.

h.2

, i piping.and-supports from'the' vacated area. I

% i .i s

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n-i i -

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1,

.(

TMFWOO57 9/89 4.7-11A Revision 4

. i

LE ,

9- 1

-9 l

( - '. - The initial' step four tasks (figure 4.7-8) consists of installing HL racks'l-5 (racks'1-4 for' Unit 3 only); removing the temporary 7;; , ..

gantry'craner removing the protective cover from over the cask  !

handling pool; and shuffling the fuel assemblies stored in the 4 l

[ 1 cask pool back into the SFP. '

i;

.4 Theffinal step four tasks for Unit 2 consists of removal'of the fuel storageLrack from'the cask pool (using the cask handling ,

crane). 'For Unit 3'the final step four tasks consist of reinstallation of the temporary crane, transfer of the cask pool ,f rack to the SFP (permanent rack 5), and removal of the temporary ,

o L crane.

P 4.7.4.2 Safe Imad Paths Safe load paths are used throughout the project. Figure 4.7-9 3 L depicts the basic load paths within the FHBs at the pool deck l

j' level. Material will enter / leave the pool deck floor (elevation

[ 63-feet-6 inches) via the access hatch (location 1 in figure  ;

4.7-9) which opens directly to the access bay at grade (elevation 30 feet-0 inch). The existing cask handling crane will be used to move material into/out of and about the southern portion of  ;

the building (cask pool, cask washdown area, and access hatch [

area). Material entering the building for placement in the SFP will follow the arrows from point 1 to point 2 where they will be placed on the cask handling pool cover for transfer to the temporary gantry crane. The temporary gantry crane can move over the pools in a north-south direction frcm the wall at the cask <

TMFWOO57 9/89 4.7-13 Revision 4 o

..,n- . - . , - . . . . . . - , . , , , , , , , _ . . _ , _ _ . _ , , . _ _ _

~ . . - - - - -

t,

}

} b i 14' g.

r f

' i r. -

specification limit)" planned to be lifted over unprotected spent {

' fuel except during' installation of the cask pool cover which will

[

1 be done'in a manner that will preclude an accidental drop of the f.

L u

cover into the cask pool (see paragraph 4.7.4.5). Heavy loads '

will be lifted over'the fuel stored in.the cask handling pool, I but only after the protective cover has been installed. Heavy load lift heights will be limited to 12 inches above floor / cover

' surfaces at the pool deck level and 24 inches above the pool

, floor except at the designated lifting points for entering /

l , ' leaving the pool and during transition from floor to cask pool 'i cover. The entire area serviced by the cask handling crane has  !

no safe shutdown equipment' located within it or beneath it, and therefore, no' area restrictions will be required for movement of [

material within'this portion of the building. ,

l

'4.7.4.3 Tamnorary construction cantry crang ,

The raracking process at SONGS 2&3 will require the use of a  ;

temporary; gantry crane (see figure 4.7-10 for a schematic i L representation) for handling loads within the SFP area. The temporary gantry crane will be designed, tested, and installed specifically for use during the raracking process. The maximum anticipated lift is estimated at 29 tons (including rigging); 4 t however, the crane will be an upgraded commercial class and rated at 35 tons. It will also meet the following criteria:

A. The requirements of CMAA-70 and chapter 2-1 of ANSI B30.2, TMFWOO57 9/89 4.7-15 Revision 4

I i b

i- '

50,000 pounds (preliminary weight) being dropped 50 feet-6 inches 4

,, to the SFP floor. It was assumed that the rack would impact on one corner support foot with the rack's center of gravity aligned vertically directly over the impacting foot. The analyzed drop

'is consorvative'due to the planned rarack sequencing and safe

. loa'd path conditions. The actual postulated worst case drop would be a H Region II rack plus lift rigging weighing.r.cout [

4 41,000 pounds (vs. 50,000 pounds analyzed) from a h:ight of 47 feet-6 inches (vs. 50 feet-6 inches analyzed). .

i The planned rarack sequencing and safe load path programs'have  :

successfully reduced the worst casa drop conditions and the probability for such an incident occurring. This has been' accomplished by restricting lift height conditions and by placing .

.H rack 7 in the pool first (see figure 7.'4-3); and then requiring  :

all.other heavy loads to enter / leave the pool directly over it (see paragraph 4.7.4.2, Safe Loads Paths). In order to prevent a ,

dropped ^ rack from tipping and damaging spent fuel stored in an 1

e adjacent rack, a restraint or protectiva device will be used when .

L '

L lowering the racks into or out of the pool. The 11 Region I type racks are now reduced to a maxih-am drop heighc of about 22 feet over the unprotected portion of the pool floor. The 22 fast maximum drop height also applies to all other items entering /

leaving the pool with the exceptions of; first six racks being removed (maximum rack plus lift rigging weight of about 30,000 4 pounds), piping and supports associated with the first six racks removed, and the placement of E Region II rack 7 (actual worst case postulated drop).

t TMFWOO57 9/89 4.7-17 Revision 4 L

L E __ _ _ ____ -

s.

]

The conservative analysis of the Region .I rack drop which

'~

envelops the actual postulated worst case H Region II rack / 4 )

rigging load drcp as discussed previously indicates that the following could occur l o The stainless steel liner plate (3/16 inch thick) and the -

reliner plate (1/8 inch thick) would be penetrated,

+  ;

o The concrete basemat (pool floor) would be penetrated.about ,

5-3/4 inches which is about 7% of its thickness, j 1

o Leekage from the pool would be confined to the leak chase l, system, o- The immediate water loss would be about 11 gallons (maximum  ;

capacity of a leak chase channel),

. [

o The maxisum flow rate from the pool (into the leak chase system) would be limited to approximately 49 gal / min.

.The existing SFP makeup water supply is 150 gal / min; therefore, the Technical Specification water level will be maintained.

?

1

<m TMFWOO57 9/89 4.7-18 Revision 4

5. '

L p]'

447.4.5 Uma'of cask Pool and cask Pool cover

, The cask' handling pool will be used to store fuel assemblies L

[ , during the. construction phase of the raracking effort. This will minimize fuel assembly movements. The existing 4-inch cooling 111ne supplies 325 gal / min to the cask pool. Analysis shows that-4 this flow rate is capable of-removing 6.1 MBTU/h from the cask L'. pool by discharging the water to the SFP via the gate' opening.=

o.

1 L

1 1

l' 1

i s

I l

i 1

1 .

I i

1 TMFWOO57 9/89 4.7-18A Revision 4 8

o ,

,, s. -j

j EUnder.these conditions,-the cask pool temperature will be less

]

~than 140F, and the SFP temperaturt. will be'approximately.107F,  !

assuming the CCW design temperature of 95F. A maximun' decay heat j production of'6.1-MBTU/h will be allowed; hence, any combination of fuel assemblies may be used provided it results in a heat load  !

t- . . -.

_ 4 ,

~

of less than 6.1 MBTU/h which will be met by a minimum of 75 days l decay. . To provide further assurance of adequate mixing, a

, . temporary cooling line will be added to discharge cooling water l m J at the cask pool bottom.

L' The H seismic analysis bounds the use of the Region II storage rack in the cask pool area (figure 4.7-14).

The cask handling pool,.which is located adjacent to the SFP (see  ;

' figure 4.7-2) for each unit at SONGS 2&3, will be covered during I l- the raracking program. The cover is required to perform two basic functions, protect the spent fuel being stored in the cask -

l pool and provide a working platform for the transfer of loads between the cask handling crane and the temporary gantry crane.

Because spent fuel is being stored in the cask pool.the design -

h 17 and installation of the cover will preclude the possibility of L

the cover being dropped into the cask pool during its installation and removal operations.

The cask pool cover consists of four segments which will be 4

^

bolted together with temporary installation beams (strongbacks) prior to its placement over the cask pool. It will be moved into position as one complete assembly with spent fuel in the cask 4 TMFWOO57 9/89 4.7-19 Revision 4 s

t-x-en e.+ , 'y, ,, vy -e-v-y---,.,

h t .

1 b:

. pool (figure 4.7-11) . The cover assembly will then be partially )

l

' lowered into the cask pool (see figure 4 7-12) until it rests on j the cask' pool curbs. Once in place and the strongbacks removed, )

n. . . .

the combination of interlocking the individual segments and the ,

{

confining nature of the cask pool walls results in a cover which t

actu' integrally for horizontal loads. The cover is designed for j

<' all applicable SONGS 2&3 UFSAR load combinations and strese 4 1 i allowables, and'to withstand all load drops.which are postulated .

'to occur during the raracking process. The removal of the cover

+ .

will be accomplished in a similar manner. The temporary installation beams will extend beyond the pool edges in the -)

, north-south and east-west directions (see' figure 4.7-11) adding additional safety margins, thus precluding the possibility of the-a cover entering the cask pool during installation and removal.

4 i

The cask pool cover will be designed / analyzed in accordance with L" the requirements of Appendix A of NUREG 0612 for impact loads ,

.resulting from postulated construction load drops. It will also .

L be designed to provide a suitable working surface (laydown area) -

p for the transfer of loads between the cask handling crane and the temporary gantry crane.

4.7.4'.6 control Of Heavy Loads Evaluation y

.The hoisting of all heavy loads within the FHBs will be accomplished by either the existing cask handling crane (125-ton rated capacity main hook and 10-ton rated capacity auxiliary hook) or the temporary construction gantry crane (35-ton rated l

l TMFWOO57 9/89 4.7-20 Revision 4 l

I au  ;

b c .-

G l

,l I capacity main hook and 5-ton or less rated capacity auxiliary  ;

,' . hook). . Figure 4.7-13'shows'the relationships between the cask I i

handling crane, the temporary gantry crane, and the spent fuel handling.nachine. The provisions of the heavy loads program for.

raracking SONGS 2&3'are presented below in relation to the  ;

specific guidelines given in NUREG 0612(16) Subsections 5.1.1 and 5.1.2, option 3.

5 i

t 4

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l TMFWOO57 9/89 4.7-20A Revision 4 L.

1.'

.)

k i

^'

The testing of the temporary. gantry crane will be-accomplished in the following manners  :

s -

- 1. Operational. tests.per ANSI B30.2-1976 Section 2-2.2.1' will be performed at the factory prior to shipment, and/or at'the site-prior to final installation, and ,

in-place (over pools) prior to initial' user .;

2.- Rated load test per. ANSI B30.2-1976 Section 2-2.2.2 (at'1.25 x-35 tons) will be performed at the factory ,

priorLto shipment and/or at the site prior to final  !

instal'1ation; L,. 3. Also,'a modified load test of the hoist and trolley --

V >

J (at 1.25 times the maximum anticipated load of h approximately 29 tons) will be performed in-place 4 b

(over covered cask pool only) prior to initial use. [

l i

i The above stated program for the testing of the temporary gantry crane meets the intent of NUREG 0612 without requiring testing of the crane directly over a SFP 1

L containing spent fuel. Therefore, all of the guidelines for inspection and maintenance and the intent of the

, guidatines for testing from NUREG 0612 Subsection 5.1.1 (6) will be complied with for the temporary gantry crane.

i TMFWOO57 9/89 4.7-23 Revision 4 N9"' i* -YW-9 O vya-- r wrar-+ e.w_ w-.--.wey _-w. ,s-w,,e,,w---+___ ,. _,-w__ wi..e_____________.______-_m_r- _______.r_- _ae*_m-'

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9/89 r.evision 4 1__

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Wl2 X79 BEAMS (TYP)

I i

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n ._ _ ._ . _ _ _ _ . _ _ . __ _.

1

'm I i I . -CASK FOOL COVER

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SAN ONOFRE ,

NUCLEAR GENERATING STATION

, ,_ Units 2 4: 3

/

PLAN l (CASK POOL COVER)  ;

FIGURE 4.711 9/89 Revision 4

.+.. - - _ . - _ . . ._ . . _ .- ~.. _. _ __._ . . _ . _ _ _ _ . . _ _ . _ _ . . . _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _

'l l

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TEMPORARY INSTALLATION i BEAMS (CONCEPTUAL ONLY) l 7

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4 r i n- im 5 ~ PLATE POOLICQX(ER MIN. )  ;

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SECTION M '

i I

i SAN ONOFRE  !

NUCLEAR GENERATING STATION l Units 2 & 3 i CASK POOL COVER l lNSTALLATION  ;

i FIGURE 4.712

^

9/89 Revision 4 6 - , m. .-9--y- - , , . -c--*-y---w-,-----

l J

1

" SPENT FUEL POOL i (UNIT 2) l Is is

% e TEMPORARY INSTALL ATION ..) )

• i BE AMS (CONCEPTUAL ONLY) 5.*' =  !

. ?'- o N TOP OF CASK 4 OPERATING e.' i * .i FLOOR ' '

• POOL COVER l i

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OPENING if r2'- 0"

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k.'*V l

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_ - i SECTION VIEW -

LOOKING SOUTH  !

SAN ONOFRE [

NUCLEAR GENERATING STATION  !

Units 2 & 3 O TEMPORARY CASK POOL STORAGE MACK SHEET 2 0F 2 '

FIGURE 4.714 9/89 Revision 4

• i

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t SAN ONOFRE i NUCLEAR GENERATING STATION UMm 2 & 3  !

PLAN (CASK POOL COVER)  :

FIGURE 4.711 9/89 Revision 4  ;

. . . . _ _ _ _ _ _ _ _ _ _ _ . _ - - _ _ _ _ - - . _._.._ .. ..- - . - - . . . . ~ - . . .. . _ . - - - - . - . . . - .

. i t9 i-

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l TEMPORARY INSTALLATION l BEAMS (CONCEPTUAL ONLY)  ;

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4 ga m e ~ PLATE POOL Ci MIN.

0y(ER )

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SECTION M  !

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i SAN ONOFRE  ;

NUCLEAR GENERATING STATION {

Units 2 & 3 CASK POOL COVER INSTALLATION  !

FIGURE 4.712 9/89 Revision 4 l

I l

SPENT FUEL POOL -

(UNIT 2)

D TEMPORARY INSTALLATION k

,8 i, SEAMS (CONCEPTUAL ONLY) 5.*,

OPERATING *.* N TOP OF CASK 4 k a POOL COVER FLOOR ' *

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.iM.U.':

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' / W REGION H 7 .L STORAGE RACK s I

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i',,{.8 SECTION VIEW LOOKING SOUTH SAN ONOFME NUCLEAR GENERATING STATION Units 2 8: 3

! TEMPORARY CASK POOL STORAGE RACK SHEET 2 0F 2 FIGURE 4.714 p/89 Revision 4

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l C. The SONGS 263 SFPs are expected to contain approximately 480 spent fuel assemblies each at the time of reracking, f during cycle 5 operation, f

D. Based on the proposed increased storage capacity of 1542 4 spent fuel elements, the estimated date when the SFPs l would be filled is as provided in table 5.1-1. Full core l ressrva would be retained through cycle 11 which begins in l

the year 2001 for Unit 2 and 2002 for Unit 3.  !

E. Adoption of this proposed spent fuel storage expansion would not necessarily extend the time period that spent l fuel assemblier. would be stored onsite. Spent fuel will j be sent offaite for final disposition under existing i I

contract with the U.S. Department of Energy (DOE) pursuant j to the Nuclear Waste Policy Act of 1982. Although the contract specifies start of spent fuel acceptance in 1998, the Federal facility is not expected to be-available prior l t

to 2003.  !

i 5.1.2 ALTERNATIVES 'I Southern California Edison has considered and evaluated various

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alternatives-to the proposed increase in spent fuel storage capacity at SONGS 2&3. The storage of spent fuel at SONGS is an  !

interim solution until a Federal repository becomes available to f

receive spent fuel from SONGS 2&3, currently expected to be in l' the year 2003 in accordance with the Nuclear Waste Policy Act of 4 TMFW0057 9/89 5.1-2 Revision 4

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D.

r. thipment og spent fuel to a reprocessing c fa ty ili  !

i Shipment of spent fuel to a Federal or comm \

ercial storage / disposal facility i

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F.  !

G. Shipment of spent' fuel to another reactor c fa ty ili )

Reduced generation of spent fuel {

H. k Shutdown after current capacity exhausted i

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These alternatives were evaluated with respect t o their  :

environmental impact, time needed to become operation l t overall coat. a , and the  !

Each alternative is addressed below.

A.  !

High Density Racks in Existing spent Puel Pool s 3

I The use of high density storage racks in the existi ng SFPs I

l has been selected by SCE as the approach to increas e the utorage capacity in esch of the two SFps from the 1542. o 800 '

Of the approaches currently being utilised in eth 4 nuclear industry, thic approach has been determined to q have the smallest overall impact and to meet me the ti {

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schedule need for the' expanded capacity. This approach is I described in this report. l i,

B.

Fuel. Rod Consolidation in Existing Racks i The existing racks were not designed for consolid ae fuel td  !

i loads; therefore, this alternative is not feasible .

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TMFW0057 l 9/89  !

1 5.1-4 Revision 4 i

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