ML20058E260

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Addl Stress Info for Drywell Shield Wall from Structural Evaluation of Spent Fuel Pool
ML20058E260
Person / Time
Site: Oyster Creek
Issue date: 09/20/1993
From:
ABB IMPELL CORP. (FORMERLY IMPELL CORP.)
To:
Shared Package
ML20058E254 List:
References
0037-00196-01, 0037-00196-01-R00, 37-196-1, 37-196-1-R, NUDOCS 9312060226
Download: ML20058E260 (21)
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OYSTER CREEK NUCLEAR GENERATING STATION ADDITIONAL STRESS INFOR51ATION FOR TIIE DRYWELL SIIIELD WALL l

FROh! TIIE STRUCTURAL EVALUATION OF TIIE SPENT FUEL POOL i

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Prepared for:

i GPU Nuclear Corporation One Upper Pond Road Parsippany, NJ 07054 f

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Prepared by:

I ABB Impell Corporation 225 Scientific Drive l

Technology Park / Atlanta Norcross, GA 30092 i

l Report No. 0037-00196-01 Revision 0 September 20,1993

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l TABLE OF CONTENTS Pace No.

1.0 INTRODUCTION

3 2.0 METHODS OF ANALYSIS 5

3.0

SUMMARY

OF RESULTS 6

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4.0 CONCLUSION

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5.0 REFERENCES

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i GPU Nuclear Corporation ABB 1rnpell Report No. 0037-00196-01 Oyster Creek Nuclear Gener ting St: tion Revision: 0 Additional Stress Information for the Drywell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 3 of 23 0

1.0 INTRODUCTION

l 1.1 Objectives The objective of the structural evaluation of the Spent Fuel Pool (SFP) at the Oyster Creek Nuclear Generating System (OCNGS), initiated under GPUN Conuact No. PC-082008, was to evaluate the SFP concrete structure for consolidated and unconsolidated f

fuel loads with other design basis loads. The general technical requirements for this'

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evaluation are defined in GPUN Specification SP-1302-53-047, Revision 1, [Ref. 8].

l The analysis considers the effects of dead load, live load, thermal gradients, seismic load and cask drop accident using prescribed loads and load combinations. The specific evaluation of section capacities and stesses are performed in accordance with ACI-349

[Ref. 6]. A detailed finite element model of the SFP concrete structure including all connecting and supporting members was generated to consider the effects of internal l

l force redistribution and to obtain for:es on the Reactor Building structuial elements. -The l

results and conclusions of the anal',ses are reported in ABB Impell report no. 03-0370-1 1341, Revision 0, [Ref.1].

l GPUN has requested, under contract no. PC-0443867, [Ref. 7], numerical values of

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O stresses in the concrete and reinforcing steel in the OCNGS drywell shield wall above elevation 95 ft. These stresses are to be provided for load combinations 3.3.2c and 3.3.2d as contained on page 39 of ABB Impell report no. 03-0370-1341, revision 0,

[Ref.1]. Additionally, GPUN requested that the stresses be evaluated per ACI 349,

[Ref. 6].

This report provides a summary of the stresses in the drywell shield wall above elevation 95 ft., and demonstrates that the stresses in the concrete and the reinforcing steel are l

within allowables.

1.2 Scope The scope of work for this project is as follows:

I 1.2.1 Retrieve backun files for SFP analysis h

The backup tapes for the Spent Fuel Pool Analysis are obtained from storage. The i

ANSYS postprocessing files for iteration 4S, Analysis Case C, load combinations 3.3.2c l

and 3.3.2d from the previous analysis are reloaded on to the computer. This iteration I

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i GPU Nuclear Corporation ABB Impell Report No. 0037 0019641 Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall from the Structural Evaluation of the Spent Fud Pool Page 4 of 23 is chosen because it represents the most realistic estimation of the present stiffness of the Reactor Building.

1.2.2 Veri 5 cation of retrieved dala l

i The results for load combinations e and d are examined closely to ensure that the appropriate load combinations are loaded. This is accomplished by comparing stress l

results to those reported in the SFP Report and Calculations.

i 1.2.3 Generate color contour stress clots and tables These pos? processing files are then used tu produce plots and lists of the vertical and j

hoop streu levels in the drywell shield wall above elevation 95 feet for load combinations 3.3.2c and 3.3.2d. Both the outer and inner surfaces of the drywell shield wall are examined. The load capacities of the concrete and reinforcing steel at the highest stressed area in this region are determined and reported.

1.3 Brief Summary of Results The results of the review of stresses in the drywell shield wall above elevation 95 ft.,

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demonstrate that all sections meet the requirements of ACI 349, [Ref. 6], for load combinations 3.3.2c and 3.3.2d.

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Additional Stress Infonnation for the Drywell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 5 of 23 l

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2.0 METIIODS OF ANALYSIS i

The following two load combinations are loaded to obtain stresses in the concrete shield l

wall:

l

c. 0.75 (1.4D + 1.7L + 1.4T i 1.9E)
d. D + L + T i E' t

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Where:

D dead load as specified in Section 3.1.1 of [Ref.1], Rack Conditions 2

=

and 3 t

design live load as specified in Section 3.1.2 of [Ref.1]

l L

=

t j

T.

thermal load due to temperature differential across the slab or wall. Two l

=

l critical cases were considered as specified in Section 3.1.4 of [Ref.1]

j E

OBE seismic load as specified in Section 3.1.3 of [Ref.1]

=

t O

E' SSE seismic load as specified in Section 3.1.3 of [Ref.1]

l

=

C Cask drop load as specified in Section 3.1.5 of [Ref.1]

l

=

Verification that appropriate load combinations are loaded is contained in ABB Impell Calculation no. 0037-00196-C002, revision 0, [Ref. 3].

Contour stress plots and i

numerical values of stresses in the drywell shield wall above elevation 95 ft., are l

provided for the above load combinations. An ACI evaluation is also perfermed to demonstrate that the drywell shield wall and reinforcing steel are within allowables.

These are documented in ABB Impell Calculation no. 0037-00196-C003, revision 0,

[Ref. 4].

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ABB ASE A EAROWN BOvt Hi ABB Impell Corporation

l GPU Nuclear Corporation ABB Impell Report No. 0037-00196-01 l

Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall l

j from the Structural Evaluation of the Spent Fuel Pool Page 6 of 23 l

O 3.0

SUMMARY

OF RESULTS Figure 3.0-1 shows a view of the drywell shield wall for which stresses are extracted, (i.e. above elevation 95 ft.). Figures 3.0-2,3.0-3 and 3.0-4 show the venical stress (S,)

levels in the drywell shield wall above elevation 95 feet for load combination c, viewed in the Southwest, Southeast and North directions. Figures 3.0-5,3.0-6 and 3.0-7 show the circumferential (hoop) stress (S,) levels in the drywell shield wall above elevation 95 feet for load combination c, viewed in the Southwest, Southeast and Nonh directions.

t Figures 3.0-8,3.0 9 and 3.0-10 show the vertical stress (S,) levels in the drywell shield wall above elevation 95 feet for load combination d, viewed in the Southwest, Southeast and North directions. Figures 3.0-11,3.0-12 and 3.0-13 show the circumferential (hoop) stress (S,) levels in the drywell shield wall above elevation 95 feet for load combination j

d, viewed in the Southwest, Southeast and North directions.

These figures show that the highest stress levels in the shield wall and SFP occur in the SFP south wall at the fuel transfer opening. This location is a natural stress riser due to the stress concentrations around the slot. Figures 3.0-5 and 3.0-6, indicate a stress j

riser in the east and west shield wall a few feet below elevation 119 ft. However, the stress levels here are lower than those around the fuel transfer opening and this area of O

the wall contains similar reinforcing steel patterns as in the area around the fuel transfer opening, [Ref.9]. Therefore, the critical section is the area around the fuel transfer opening for all stresses and hence an ACI evaluation of this area is performed to demonstrate that the drywell shield satisfies the requirements of ACI 349, [Ref. 6].

j Table 3.0-1 shows linearized hoop (S,) stresses around the fuel transfer opening, for locations see Figure 3.0-14. See Section 5.2.4 of [Ref.1], for further discussion on I

linearized stresses. The results shown in Table 3.0-1 indicate that circumferential tensile stresses rapidly :lecay away from the bottom of the fuel transfer opening. At a vertical distance of 90 inches away from the bottom of the fuel transfer opening, the tensile stress is shown to have decreased to 41% of the maximum tensile stress at the corner of the fuel transfer opening.

Table 3.0-2 shows linearized vertical (S,) stresses around the fuel transfer opening, for locations see Figure 3.0-14. The results shown in Table 3.0-2 indicate that vertical tensile stresses rapidly decay away from the bottom of the fuel transfer opening. At a horizontal distance of 79 inches away from the bottom of the fuel transfer opening, the vertical tensile stress is shown to have decreased to 22% - 42% of the maximum tensile stress at the side of the fuel transfer opening, o

ABB ASEA EtROWN tiOVERt ABB Impell Corporation I.

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1 GPU Nuclear Corporation ABB Impell Repon No. 0037-00196-01 Oyster Creek Nucle:r Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall j

from the Structural Evaluation of the Spent Fuel Pool j

Page 7 of 23 i

O In evaluating the capacity of the shield wall, two types of sections are examined. Figure 3.0-15 shows a typical section representing the bending stress acting in the i

circumferential direction, which corresponds to the section A-A shown in Figure 3.0-14.

The depth of beam is taken to be the thickness of the shield wall below elevation 95 ft.,

and above the bottom of the spent fuel pool (i.e.,90 inches). The stresses from Table 3.0-1 are averaged and the corresponding moment and axial forces are evaluated considering moment-axial force interaction for ACI 349, [Ref. 6]. See Section 5.2.4 of

[Ref.1] for funher discussion on computing moments and axial forces from averaged i

linearized stresses using RCBEAM.

For the vertical stresses (parallel to the side of the fuel transfer opening), the representative beam cross section is shown in Figure 3.0-16. For this cross section, the depth of the beam is taken to be 60 inches which corresponds to the thickness of the shield wall above elevatien 95 ft. Two sections (Section A-B and section C-C as shown i

l in Figure 3.0-14) are used to determine two sets of averaged stresses and associated moments and axial forces acting on the typical beam cross section shown in Figure 3.0-

15. The resulting moments and axial forces are evaluated in the same fashion as for -

Section A-A.

The results of the ACI evaluation are presented in Table 3.0-3 which demonstrates that l

O the concrete around the fuel transfer opening is within allowables and in complia' ce with n

ACI 349, (Ref. 6]. Table 3.0-4 demonstrates the maximum tensile stresses (S) in the reinforcing steel around the fuel transfer opening, as shown in Figure 3.0-14, are within I

allowables.

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GPU Nuclear Corporation ABB Impell Report No. 0037-00196 01 Oyster Creek Nuclear Generating Station Revision: u Additional Stress Infonnation for the Drywell Shield Wall from the Structural Evaluation of the Sper.1 Fuel Pool Page 8 of 23 O

Figure 3.0-1: Model of drvuell shield wall above elevation 95 ft.

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Figure 3.0-2:

Vertical Stress (Sr) in the drvwell shield wall above ele.vation 95 ft.

l Lookine Southwest - Load combination _r t

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Figure 3.0-3:

Vertical Stress (Sz) in the drvwell shield wall above elevation 95 ft.

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Lookine Southeast - Load combination c I

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GPU Nuclear Corporation ABB Impell Report No. 0037-00196-01 Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall from the Structural Evalcation of the Spent l'uel Pool Page 10 of 23 O

Figure 3.0-4:

Vertical Stress (S7) in the drvuell shield wall above elevation 95 ft.

Looking North - Load combination e l

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Figure 3.0-5:

Circumferential (hoon) Stress (Sv) in the drvuell shield wall above elevation 95 ft. Lookine Southwest - Load combination c I

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/sBB Impell Report No. 0037-00196-01 Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 11 of 23 O

Figure 3.0-6:

Circumferential Omop) Stress (Sv) in the drvuell shield wall above elevation 95 ft. Lookine Southeast - Load combination e i

et se to tiv - Laestat se ih7 m anima n non 11&!

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Figure 3.0-7:

Circumferential Gioop) Stress (Sv) in the drvuell shield wall above elevation 95 ft. Looking North - Load combination c w

s@ ih7 gangmL entma mLA - EL' to in 119 - nmeminc umats

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4.fl&i IN c, BE ll: $4T:

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i GPU Nudear Corporation ABB Impell Repon No. 0037-00196-01 Oy ster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 12 of 23 IO I

Figure 3.0-8:

Vertical StressE_z) in the drvwell shield wall above elevation 95 ft.

I LookingSouthwest - Load combination d unsim =

u.., ou n

==n

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Vertical Stress (Sz) in the drvuell shield wall above elevallon 95 ft.

Lookine Southeast - Load combination d g[$iN m 35 53

- EL 99 TS 119 91 - NASE). EI.

124 H&t

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GPU Nuclear Corporation ABB Impell Report No. 0037-001 4 01 Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Dr3well Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 13 of 23 0

Figure 3.0-10:

Vertical Stress (Sz) in the drvwell shield wall above elevation 95 ft.

Lookine North - Load combination d gap mu n..

filii l

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Figure 3.0-11:

Circumferential (hoop) Stress (SV) in the drvwell shield _ wall above elevation 95 ft. Lookine Southwest - Load combination d Q

ggre L. etna smaA - E T. t1' La.ELLsuL sen PM1131 s

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GPU Nuclear Corporation ABB Irnpell Report No. 0037-00196-01 Oyster Creek Nudear Generating Station Revision: 0 Additional Sinss Infonnation for the Dryuell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 14 of 23 O

Figure 3.0-12:

Circumferential (hoop) Stress (Sv) in the drvwell shield wall above elevation 95 ft. Looking Southeast - Load combination d i

gtpf u..

. u, n - - im u POL 1) 1TMt s: 111 0 M* b a:N l

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Circumferential Gioop) Stress (SV) in the drvwell shield wall above elevation 95 ft. Lookine North - Load combination d I

T u...u. a

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= im 7}p?

POEll ITMt M* b

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l GPU Nuclear Corporation ABB 1mpell Report No. 0037-00196-01 Oyster Creek Nuclear Generating Station Revision: 0 l

Additional Stress Information for the Drywell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 15 of 23 l

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Figure 3.0-14:

Location of sections used to evaluate the capacitv of the drvwell shield wall above elevation 95 ft.

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39.6*

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GPU Nuclear Corporation ABB Impell Report No. 0037-00196-01 Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 16 of 23

!l O Figure 3.0-15:

Representation of a tynical beam cross section corresnondine 10 the averace stress on RCBeam Section A-A COMPRESSION EDGE ^

t (INNER SURFACE OF

^L

. SHIELD WALL)

DE 0N n

g' Sy (COMPRESSION) g TENSION EDGE I

(OUTERSURFACEOF l

SHIELD WALL)

NODE No.

O 4111 *l ------- A---

ORCUWFERENTIAL l

DIRECTION (HOOP)

/

4011 0 0-'

l HOOP REINFORCEMENT (f10) l

~

3911 :! Sy (TENSION)l

=

l 3811 * ------- A------ sl NOTES:

I

1. DEPTH OF BEAM SECTION: 90*
2. THE HOOP STRESS (Sy) SHOWN ABOVE WAS DBTAINED BY AVERAGING THE HOOP STRESSES FROM THE UNEARIZED STRESSES AT 4111, 4011, 3 911, 3811 SHOWN ON FIGURE 3.0-14.
3. RCBEAM SECTION A-A IS IDENTlflED ON FIGURE 3.0-14.

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GPU Nuclear Corporetion ABB Impell Report No. 0037-00196 Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Infonnation for the Drywell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 17 of 23 O

Figure 3.0-16:

Reoresentation of a troical beam cross section correspondine 1

to the averane stress on RCBeam Section A-B and C-C i

COMPRESSION EDGE VERTICAL (INNER SURFACE OF DIRECTION SHIELD WALL) i o

t

'c Sz (COMPRESSION) 7 TENSION EDGE VERTICAL RONFORCEMENT (f10) l (OUTERSURFACEOF b

SHIELD WALL)

CIRCUWFERENTIAL i

DIRECTION O

!_-_ 8

_,i

=_

l Sz TENS 10N) i

!______(_._______.

l NODE No. 4111 4112 4113 NQTES.

1. DEPTH OF BEAM SECTION: 60*
2. THE VERilCAL STRESS (Sz) SHOWN ABOVE WAS OBTAINED BY AVERAGING THE l

VERTICAL STRESSES FROM THE LINEARIZED STRESSES SHOWN ON FIGURE 3.0-14.

FOR RCBEAM SECTION A-8, RESULTS FOR NODES 4111, 4112, 4113 WERE USED TO COMPUTE THE AVERAGE Sz FOR RCBEAM.

l FOR RCBEAM SECTION C-C RESULTS FOR NODES 4211, 4212, 4213 WERE USED TO COMPUTE THE AVERAGE Sz FOR RCBEAM.

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GPU Nuclear Corporation ABB Impell Report No. 0037-00196-01 Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall j

from the Structural Eraluation of the Spent Fuel Pool Page 18 of 23 O

Table 3.0-1: Linearized Hoon Stresses S, (osi) in the South Wall of the Soent Fuel Pool for Load Combination c and Load Combination d.

  • IRef. 21 i

RCBEAM SECTION: A-A 2 i

Nodal IDS Load Combination c Load Combination d Outer Inner Outer Inner Surface Surface Surface Surface 4111 331 22 332

.21 l

4011 157

-112 154

-122 3911 137

-110 136

-115 3811 116

-113 114

-117 Notes:

i (1)

The stress S, corresponds to the stress in the circumferential direction in the shield wall.

l i

(2)

The sections employed in RCBEAM to determine the capacity of the concrete and the tension in the l

reinforcing steel are identifi. d in Figures 3.0-14,3.0-15 and 3.0-16.

I (3)

A series of linearized stresses were computed to determine the average stress acting on the section for l

which RCBEAM was used io perform the ACI evaluation. The node number indicated in this column cor..sponds to the node on the outer surface of the south wall of the spent fuel pool model of the pair of nodes used to determine the linearized stresses at this location. Figures 3.0-14,3.0-15 and 3.0-16 show the location of the nodes shown in this table.

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ABB ASEA BROWN BovE41 ABB Impell Corporation J

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Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall i

from the Structural Evaluation of the Spent Fuel Pool Page 19 of 23 t

i Table 3.0-2: Linearized Vertical Stresses S. (nsi) in the Sonth Wall of the Snent Fuel Pool for Load Combination c and Load Combination d.*

IRef.21 i

RCBEAM SECTION: A-B

  • NodalID*

Load Combination c Load Combination d Outer Inner Outer Inner Surface Surface Surface Surface 4111 261 123 216 96 4112 111

-12 108

-14 4113 57

-70 74

-61 r

RCBEAM SECTION: C-C NodalID*

Load Combination c Load Combination d Outer Inner Outer Inner Surface Surface

- Surface Surface 4211 232 9

282 108 4212 147

-45 154 8

i 4213 98

-79 74

-S n Notes:

l (1)

The stress Sz corresponds to the stress in the vertical or axial direction in the shield wall.

I (2)

The sections employed in RCBEAM to determine the capacity of the concrete and the tension in the reinforcing steel are identified in Figures 3.0-14,3.0-15 and 3.0-16.

(3)

A series of linearized stresses were computed to determine the average stress acting on the section for which RCBEAM was used to perform the ACI evaluation. The node number indicated in this column corresponds to the node on the outer surface of the south wall of the spent fuel pool model of the pair of nodes used to determine the linearized stresses at this location. Figures 3.0-14, 3.0-15 and 3.0-16 show the location of the nodes shown in this table.

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GPU Nuclear Corpor: tion ABB 1mpell Report No. 0037-00196-01 Oyster Creek Nuclear Generating Station Revisien: 0 Additional Stress Information for the Drywell Shield Wall from the Structural Evaluatio: of the Spent Fuel Pool Page 20 of 23 O

TABLE 3.0-3:

Moment Canacity Marcin in the SFP/Dnvell Shield wall L

Analysis Case C. IRef. 21 i

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I ITER.

. EQ.

SECTION OF AXIAL MOMENT MOMENT MARGIN WALL FORCES M (ft-kips)

CAPACITYm

{

(kips)

M. (ft kips)

South-Wall

  • 4S c

A-A

-38 173 192 10 i

ld 4S A-A

-35 176 206 15 i

)

.t S c

C-C

-48 47 105 55 4S d

- C-C

-54 44 91 52 Notes:

(1)

A negative axial force produces a tensile axial stress on the slab cross section. The moment capacity is I

based on the same axial force.

(2)

Axial Force, Moment, and Moment Capacity are for a 12" wide section of wall.

1 (3)

The sections employed in RCBEAM to determine the capacity of the concrete section are identified in Figures 3.0-14, 3.0-15 and 3.0-16.

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I GPU Nuc! car Corporation ABB Irnpell Report No. 0037-00196-01 Oyster Creek Nuclear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall i

from the Structural Evaluation of the Spent Fuel Pool Page 21 of 23 1

Table 3.0-4: Maximum Tensile Stresses (S. ) in the Reinforcement in the South Wall of the Snent Fuel Pool for Load Combination e and Load Combination d. fRef. 41 i

r RCBEAM Load Combination c Load Combination d l

Section*

S. (ksi)

S,(ksi)

S. (ksi)

Sg(ksi)

A-A 32.8 40 31.4 40 A-B

.22.7 40 24.1 40

{

C-C 27.5 40 30.0 40 NgLes:

(1)

The sections used to determine the average stresses on a typical heam cross section are identified in Figure 3.0-14, 3.0-15 and 3.0-16.

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Additional Stress Infonnation for the Dr3well Shield Wall i

from the Structural Evaluation of the Spent Fuel Pool Page 22 of 23 i

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4.0 CONCLUSION

S The review of the stresses in the drywell shield wall above elevation 95 ft. indicates that both the concrete and reinforcing steel are within allowables and in compliance with ACI 349, [Ref.6].

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l GPU Nucleer Corpor2 tion ABB Impell Report No. 0037-0019641 Oyster Creek Nudear Generating Station Revision: 0 Additional Stress Information for the Drywell Shield Wall from the Structural Evaluation of the Spent Fuel Pool Page 23 of 23

5.0 REFERENCES

[1]

ABB Impell, "OCNGS Structural Evaluation of the Spent Fuel Pool", Report No. 03-0370-1341, revision 0.

[2]

ABB Impell Calculation No. 0370-187-007, "GPUN SFP Analysis Case C Using Cracked l

Transformed Properties.", Revision 0.

[3]

ABB Impell Calculation No. 0037-00196-C002, "GPUN SFP Analysis - Verification of Retrieved Data", Revision 0.

[4]

ABB Impell Calculation No. 00037-00196-C003, "GPUN SFP Analysis Case C j

Additional Stress Information for the Drywell Shield Wall", Revision 0.

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[5]

ANSYS, Version 4.4, Swanson Analysis Systems, Inc.

[6]

ACI 349 " Code Requirements for Nuclear Safety Related Concrete Structures," 1980.

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[7]

GPUN Contract No PC-0443867, " Engineering Services for the Oyster Creek Drywell Shield Wall", August 30,1993.

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[8]

GPUN, " Specification for Oyster Creek Nuclear Generating Station Spent Fuel Pool Structure Qualification for Consolidated Spent Fuel Storage,"

l SP-1302-53-047, Revision 1.

[9]

Burns & Roe Drawing,4066-3 (As-Built), Revision 3, Reactor Building Cross Section Details.

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