ML19308D698

Investigation on Structural Safety of Spent Fuel Pool Due to Installation of High Capacity Fuel Racks

ML19308D698
Person / Time
Site:	Crystal River
Issue date:	06/27/1977
From:	Biss T, Sawruk W, Velekei R GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT
To:
References
GAI-1949, NUDOCS 8003120835
Download: ML19308D698 (86)

Text

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June 27, 1977 GAI REPORT NO. _1949 l

INVESTIGATION ON THE STRUCTURAL SAFETY OF THE SPENT FUEL POOL DUE TO INSTALLATION OF HIGH CAPACITY FUEL RACKS CRYSTAL RIVER PLANT UNIT NO. 3 Prepared By:

W. Sawruk, R. J. Velekei T.D. Biss, A.C.T. Chen Reviewed By:

C. Chen 1*e.?.:2.

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/ D C c n,

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~ ~. 2*

FOR FLORIDA POWER CORPORATION

s 8003120 [ [

Geert/P-

Table of Contents i

Section Title h

1.0 INTRODUCTION

1

2.0 DESCRIPTION

OF EXISTING STRUCTURES 3

2.1 STRUCTRUAL LAYOUT 3

2.2 STRUCTURAL MATERIALS 3

2.2.1 Concrete 3

2.2.2 Mild Reinforcing Steel 4

2.2.3 Stainless Steel L ner 4

3.0 ORIGINAL DESIGN BASIS 4

3.1 APPLICABLE CODES AND STANDARDS 4

3.2 STRUCTURAL DESIGN PARAMETERS 5

3.3 ALLOWABLE STRESSES 5

4.0 SPENT FUEL POOL STRUCTURAL REANALYSIS 6

4.1 OBJECTIVE 6

4.2 COMPUTER MODEL OF STRUCTURE 7

4.3 BASIC LOAD DESCRIPTION 8

4.3.1

, Dead Load 8

4.3.2 Live Load 9

4.3.3 Hydrostatic Load 9

4.3.4 Seismic Loads 9

4.3.5 Wind Loads 12 4.3.6 Thermal Loading 12 4.4 STRUCTURAL RESPONSE 14 5.0 STRUCTURAL EVALUATION 18 3.1 APPLICABLE CODES AND STANDARDS 18 5.2 CRITERIA 18 5.3 MATERIAL PROPERTIES 19 5.4 LOAD COMBINATIONS 19 5.5 REQUIRED SECTION CAPACITY EVALUATION 21 5.6 EVALUATION OF STRUCTURE UNDER MECHANICAL LOADING 22 5.7 STRUCTURAL EVALUATION UNDER THERMAL LOADING CONDITIONS 23 5.7.1 Steady State Water Temperature of 12S* F 24 5.7.2 Steady State Water Temperature of 150* F 25 5.7.3 Steady State Water Temperature of 160* F 25 5.7.4 Transient Water Temperature of 190* F 26 5.8 STAINLESS STEEL LINER 27

6.0 CONCLUSION

S 30 REFERENCES 31 APPENDIX A - CRACKED SECTION ANALYSIS - SAMPLE PROBLEM APPENDIX B - EVALUATION OF STEEL YIELD STRENGT_H APPENDIX C - COOLING CONSIDERATIONS sans/C msmessa

1

1.0 INTRODUCTION

The feasibility of increasing the capacity of the spent fuel storage facilities at Crystal River Unit 3 is being investigated.

Increased spent fuel storage capacity is to be provided by the installation of high density storage racks.

In support of this study a complete reanalysis of the spent fuel pool structure has been performed considering the following:

a.

Increased loadings due to the higher density fuel storage configuration.

b.

Increased seismic forces resulting from the greater mass of stored fuel.

c.

Requirements of USNRC Standard Review Plan 3.8.4 for the consideration of the thermal loading produced by the spent fuel elements.

Parameters considered in this analysis included:

Two storage rack configurations,12.0 inch centers representing a.

standard high density storage racks and 10.5 inch centers representing poison rack designs.

b.

Installation of storage racks in Pool A only and installation of racks in both Pool A and Pool B.

l l

Ginert/r-

2 c.

Steady state thermal conditions resulting from maximum normal loading of one 1/3rd core from refueling operation.

d.

Steady state thermal conditions resulting from full core load conditions.

e.

Transient thermal conditions resulting from component failure in one cooling system for both normal pool loading and full core load conditions.

Giess/r-

3

2.0 DESCRIPTION

OF EXISTING STRUCTURES 2.1 STRUCTURAL LAYOUT Two individual spent fuel storage pools are located within the fuel handling area of the Auxiliary Building.

Both pools are reccatvalar in plan; Pool A, 32'-2" by 24'-0" and Pool B, 32'-7" by 24'-0", with a depth of 43'-8".

A 10 ft. by 10 ft. cask storage pool is located in the south-eastern corner of Pool B.

The walls and bottom slab of the spent fuel pools have nominal thicknesses of 5 ft., except for the common wall between the two pools which is 4 ft. thick.

Walls forming the cask storage pool within Pool B are 3 ft. thick.

Inside surfaces of the pools are lined with stainless steel to ensure water tight integrity.

The spent fuel storage pools are supported on walls extending to elevation 93'-0", the top of the structural mat foundation.

The bottom slab of the spent fuel storage pools is at elevation 118'-4" i

and the operating floor of the Auxiliary Building is at elevation 162'-0".

For the general layout of the fuel handling area, see i

Figures 2-1 and 2-2.

2.2 STRUCTURAL MATERIALS 2.2.1 Concrete i

Concrete has a minimum compressive strength of 3,000 psi in 28 days as documented in the Final Safety Analysis Report (Reference 1).

i l

l Giesttr -

4 e

2.2.2 Mild Reinforcing Steel Mild reinforcing steel is deformed bar conforming to ASTM A 615-68, Grade 40 as documented in the FSAR (Reference 1).

2.2.3 Stainless Steel Liner Stainless steel plate for the pool liners and embedment plates conforms to ASTM A 240-67, Type 302 or 304.

Structural shapes are stainless steel conforming to ASTM A 276-67, Type 302 or 304.

Embedded stud anchors are carbon steel.

Material for the liners and embedments are specified in SP-5905, " Specification for Spent Fuel Pit Liner and Embedments."

3.0 ORIGINAL DESIGN BASIS 3.1 APPLICABLE CODES AND STANDARDS Codes and standards applicable to the design of the spent fuel storage pools were presented in Chapter 5 of the FSAR (Reference 1) as follows:

Building Code Requirements for Reinforced Concrete, ACI 318-63.

a.

b.

Specifications for Structural Concrete for Buildings, ACI 301-66 with modifications as noted in the FSAR.

c.

Specification for the Design and Erection of Structural Steel for Buildings, 1963, AISC.

l l

Ghert/Commenmaann

5 d.

Specification for the Design and Construction of Reinforced Concrete Chimneys, ACI 505-54.

e.

AEC Publication TID-7024, " Nuclear Reactors and Earthquake;" as amplified in the FSAR.

The design was based on ACI 318-63 " Working Stress Design" for normal operating conditions, and " Ultimate Strength Design" for tornado, maximum hypothetical earthquake, and missile impact conditions.

3.2 STRUCTURAL DESIGN PARAMETERS Loads considered in the design of the spent fuel storage pools and Auxiliary Building were based on the operating and accident conditions. These loads were:

a.

Dead Load b.

Live Load c.

Wind Load d.

Equipment Loads e.

Design Earthquake f.

Tornado Missiles g.

Maximum Hypothetical Earthquakes 3.3 ALLOWABLE STRESSES 1

Stresses resulting from load combinations encountered during normal operating conditions were maintained within the limits stated in Chapter 10 - Allowable Stresses - Working Stress Design, of ACI l

Geert/Commenneenn

e S

318-63. An increase of 33.3% of the tabulated allowable stress values was allowed for load combinations which included wind or design basis earthquake (OBE).

Section capacities required for the abntrmal load conditions were maintained within the cllowable ranges established for Ultimate Strength Design by ACI 318-63.

4.0 SPENT FUEL POOL STRUCTURAL REANALYSIS 4.1 OBJECTIVE Increased loading generated by the installation of high density spent fuel storage racks and the requirements to qualify the spent fuel storage pool structure for thermally induced loads in accordance with USNRC Standard Review Plan 3.8.4, necessitates a complete reanalysis of the spent fuel pool structure. This analysis involves a complete review of the structural adequacy of the main structural elements of the. spent fuel pools. Adjacent structure elements are analyzed only to account for the stiffness of those elements and the restraint they contribute to the spent fuel pool structure.

For the purpose of this analysis the concrete structure of the spent fuel pool is idealized as a linear elastic, homogeneous, isotropic material. The resultant forces and moments of factored load combinations from the linear elastic analysis are then checked against the ultimate strength capacity of the existing structure.

If the ultimate section capacity is exceeded, a cracked section analysis is performed to account for Ebert/Commmmene 9

7 the self-relieving behavior of the structure under the influence of

/.

the moments induced by the thermal gradient. For a complete discussion.of the criteria used to evaluate the existing structure see Section 5.0 of this report.

4.2 COMPUTER MODEL OF STRUCTURE The spent fuel storage pool, its support structure, and adjacent structural elements of the Auxiliary Building are modeled as a finite f

element grid using the l'Rl/STARDYNE computer program (Reference 2).

The modeled structure includes the walls and bottom slabs of Pools A and B, the walls of the spent fuel cask storage area, support walls below the bottom of the pool and adjacent floor slabs.

Structural elements modeled start at elevation 93'-0", the top of the structural mat, and extend upward to elevation 162'-0".

Wall elements are modeled using a Martin Triangular Element - a thick triangular plate element.

Elements representing the adjacent floor and wall structure are modeled either as quadrilateral plates or beams. Rigid beams have been utilized to maintain geometric continuity.

The two fuel transfer carriage support platforms have been modeled using cubic and wedge elements.

In this mathematica'l model, the material is assumed to be isotropic, homogeneous, and linear elastic.

(iihert/f-

8 The structural steel superstructure of the auxiliary building which frames into the concrete structure of the spent fuel storage pools is not included in the model.

Loads transmitted to the spent fuel pool by the superstructure have been applied at the appropriate boundries of the model.

Floor slabs and walls which are immediately connected to the spent fuel pools have been modeled to reflect their proper lateral restraint.

Complete fixity against translation and rotation is assumed at the base of wall elements at elevation 93'-0".

See Figures 4-1 thru 4-17 Cor the finite element model developed for this analysis.

4.3 BASIC LOAD DESCRIPTION The following basic loading cases have been generated for use in the reanalysis of the spent fuel pool structure.

4.3.1 Dead Lotd Included in this loading case are the concrete weight of the spent fuel pool, adjacent walls and floor slabs, the weight of the roof and steel superstructure, and all permanent equipment loads including the submerged weight of the spent fuel elements and storage racks.

However, equipment with insignificant loads is neglected. External dead loads are normally applied as concentrated loads to the 2

appropriate nodal points of the model.

The dead loads due to the submerged weight of the racks and fuel elements are applied as a uniform load to the appropriate areas of the floor slab of the model.

Table 4-1 summarizes the rack and fuel element loads postulated for the two storage configurations examined.

l 1

Ghert/P-

9 4.3.2 Live Load Included in this loading case are the roof live load and the distributed live loads on the adjacent floor slabs.

Live loads from the adjacent floor slabs have been applied as a uniform pressure on plate elements or a uniform line load on the beam elements.

Live loads transmitted to the concrete by the superstructure are applied as concentrated loads to the appropriate nodal points.

Live loads from the crane operation and presence of the spent fuel l

storage cask are entered as individual loading cases.

This allows the structure to be examined independently under these two large loading Cases.

4.3.3 Hydrostatic Load Hydrostatic loads consist of the lateral water pressure exerted on the spent fuel pool walls and bottom slab.

For this analysis a water depth of 40'-2" is utilized.

4.3.4 Seismic Loads Seismic loads are developed for two conditions, operating basis earthquake (OBE) due to a maximum ground acceleration of 0.05g and safe shut down earthquake (SSE) due to a maximum ground acceleration of 0.10g.

Seismic loads considered for this analysis are:

Ginst/r-

10 a)

Hydrodynamic Loads t

Hydrodynamic forces due to the acceleration of the fluid mass within the spent fuel storage pools are determined in accordance with Chapter 6, Dynamic Pressure on Fluid Containers, of Reference 3.

For each horizontal acceleration component the overturning moment of the fluid container, as a function of the water depth to pool width, is obtained.

For application to the model, the overturning moments due to each horizontal acceleration component is represented by an equivalent uniformly distributed horizontal pressure applied to the walls of the pool..The pressure applied to opposite walls acts in the same global direction, i.e.,

a positive pressure to one wall and a negative pressure to the opposite wall.

This system of forces accounts for the increase and decrease of hydrostatic pressure applied to opposite walls due to the horizontal acceleration of 1

the water mass.

1

\\

Vertical hydrodynamic forces are taken as the mass of the water multiplied by the zero period acceleration from the floor l

response curve, for elevation 143'-0".

This load is applied as a l

i uniform pressure to the bottom slab at elevation 118'-4".

i s

Ghart /F-

11 b)

Structural Seismic Loading Seismic forces due to the response of the spent fuel storage pool and the adjacent structural walls and slabs are obtained by multiplying the mass of the individual model element by the zero period floor response acceleration for elevation 143'-0".

The resulting forces are applied to the nodes automatically by the analysis program.

Forces resulting from the response of the steel superstructure are obtained from an analysis of the steel framing. Forces representing the seismic shears which were applied to the model were obtained from the original design calculations.

The resultant forces and moments obtained from the analysis of the steel superstructure are applied as concentrated loads to the applicable nodal points of the model.

c)

Fuel Rack's Seismic Loading Forces from the response of the spent fuel storage racks have Seen applied to the structure assuming that the existing support configuration will be utilized by the new racks. The horizontal response of the racks was obtained by multiplying the mass of the storage racks and fuel elements by the maximum acceleration obtained from the floor response curve for elevation 119'-0".

Horizontal response forces are applied as external loads consisting of horizontal shears and vertical reactions.

These forces are applied to the applicable nodal points of the. slab at elevation 118'-4".

4 Gert/r-

12 Vertical response forces have been obtained by multiplying the mass of the storage and fuel elements by 0.15g, for OBE and 0.30g for SSE, a representative response value obtained from preliminary information supplied by the rack manufacturers. The vertical response forces have been applied as a uniform load to the appropriate areas of the pool floor slab.

4.3.5 Wind Loads Wino loads are applied as external loads to the modeled structure.

The magnitude of the forces are obtained from an analysis of the steel superstructure when it is loaded with an equivalent pressure of 75 psf on the projected surfaces.

Tornado missile effects are not considered since the steel superstructure is not tornado resistant as documented in the FSAR (Reference 1).

4.3.6 Thermal Loading Thermal loading conditions are based upon an analysis which considers the heat input produced by the spent fuel elements and the heat removal capacity of the cooling system.

See Appendix C for a detailed description of the development of the thermal loading conditions.

4.3.6.1 Two normal operating conditions and one abnormal operating condition produce steady state water temperatures. The two normal operating conditions which produce steady state water temperatures of 125' F are:

Six 1/3rd cores contained within pool A with all cooling systems a.

functional.

Ghurt/Casunusessah

13 b.

Ten 1/3rd cores contained within Pool A and Pool B with all cooling systems functional.

The abnormal operating condition of ten 1/3rd cores contained within Pool A and Pool B plus a full core load results in a steady state water temperature of 160* F when all cooling systems are functional.

Steady state thermal load cases are separated into two thermal load components for the purpose of this analysis, a mean temperature component and a differential temperature gradient component.

Temperature profiles of wall and slab elements away from geometric discontinuities are obtained from a one dimensional heat transfer analysis which considers the thermal conductivity of the steel liner and concrete wall, the thickness of the wall, and the ambient air temperature. At geometric discontinuities, i.e., a wall to slab junction, slab to fuel transfer carriage base or wall to fuel transfer carriage base, a two dimensional heat transfer analysis is utilized to obtain mean temperature levels and thermal gradients for the modeled elements.

For these analyses an ambient air temperature of 80* F is utilized.

The stress free temperature of the concrete is assumed to be 70* F.

A summary of the resulting concrete temperatures obtained from the one dimensional analysis is presented in Table 4-2.

Figures 4-18 and 4-19 are thermal contours obtained at discontinuities by the two dimensional heat transfer analysis for the 125* F water temperature condition.

Ghet /P-

14 4.3.6.2 Transient Conditions Transient thermal loads result from two abnormal operating conditions which are:

a.

Six 1/3rd cores contained within Pool A with a failure of one cooling system resulting in a water temperature of 150* F.

b.

Ten 1/3rd cores contained within Pool A and Pool B plus a full core load with a failure of one cooling system resulting in a water temperature of 190* F.

The 150* F transient event is considered as an equivalent steady state temperature for this analysis and is evaluated in accordance with

{

l section 4.3.6.1.

j The thermal heat transfer analysis for the 190* F transient event is a j

time dependent analysis which produces a non-linear temperature distribution through the pool walls and slabs.

An equivalent linear temperature distribution, which is shown in Figure 4-20, is determined in accordance with the proposed Commentary to ACI committee 349, Appendix A.

1 4.4 STRUCTURAL RESPONSE Deflections obtained from the analysis of the idealized structural i

model under the loadings presented in Section 4.3 are acceptable.

Magnitudes of calculated deflections are within the expected ranges, verifying the accuracy of assumptions made in the development of the analytical model.

Ginet/r-L.-

15 Figures 4-21 through 4-31 are plots of the deflections of the modeled structure due to the following loads:

a.

Dead Load b.

Structural Horizontal Seismic Response, (North-South OBE accelerations) c.

Thermal Loading, 125' F Water Temperature in Pool A, (deflections due to mean temperature component) d.

Thermal Loading, 125* F Water Temperature in Pool A and Pool B, (deflections due to mean temperature component) i 1

e l

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Gibert/P-

16 TABLE 4-1 FUEL ELEMENT AND STORAGE RACK LOADINGS 10.5 in c to e 12.0 in. c to e rack spacing rack spacing (poison racks) 2 2

Submerged Weight of 2450 #/ft 1760 #/ft Rack & Fuel 2

2 Vertical OBE 410 #/ft 298 #/ft Loading-Horizontal OBE 0.54g 0.54g Rack Acceleration 2

2 Vertical SSE 820 #/ft 596 #/ft Loading Horizontal SSE

1. 08.;

1.08g

~ Rack Acceleration NOTE:

The above values were used for the analysis of the spent fuel pool structure.

Values are representative of maximum valt.es obtained during preliminary discussions with rack vendors.

17 TABLE 4-2 WALI. AND SLAB TEMPERATURE; 80*F AMBIENT AIR TEMPERATURE Concrete Concrete Temperature Mean Wall Gradient Wster Temp.

Thickness Water Side Air Side Temperature Across Section

• F Ft.

'F

'F

• F F*

5.0 121.8 83.8 102.8 1 19.0 125 4.0*

121.5 87.9 104.6 i 16.9 4.0**

125.0 125.0 125.0 5' wall @ Fuel 103.0 82.0 92.5 2 10.5 Trans. Carriage 5' slab @ Fuel 98.0 82.0 90.0 8.0 Trans. Carriage 5.0 c3 146.0 86.0 116.0 30.0 150 4.0*

144.9 92.3 118.6 2 26.3 5' wall @ Fuel 116.0 84.0 100.0 16.0 Trans. Carriage 5' slab @ Fuel 108.0 83.0 95.5 12.5 Trans. Carriage 5.0 154.8 86.8 120.8 1 34.0 160 4.0**

160.0 160.0 160.0 5' wall @ Fuel 117.C 83.0 100.0 17.0 Trans. Carriage 5' slab @ Fuel 114.0 83.0 98.5 15.5

'Trans. Carriage Pool A flooded Pool A and Pool B flooded

18 5.0 STRUCTURAL EVALUATION 5.1 APPLICABLE CODES AND STANDARDS Codes and standards utilized in the evaluation of the existing spent fuel pool structure for the forces and reactions generated by the analysis discussed in Section 4.0 are:

Building Code Requirements for Reinforced Concrete, ACI 318-71.

a.

b.

USNRC Standard Review Plan 3.8.4.

c.

Appendix A - Thermal Considerations, Code Requirements for Nuclear Safety Related Concrete Structures, ACI 349-76.

d.

ASME Boiler and Pressure Vessel Code, ACI Standard 359-74.

Specification for the Design, Fabrication and Erection of e.

Structural Steel Buildings, AISC 1969.

5.2 CRITERIA The evaluation of the capacity of the structural elements are based on ACI 318-71 " Ultimate Strength Design." Where the existing section capacity is exceeded by the forces resulting from the uncracked section analysis described in Section 4, a cracked section analysis is performed.

This cracked section analysis accounts for the self-relieving nature of the stresses produced by the thermal gradient.

Appendix A presents a sample cracked section analysis of a wall element.

i l

Ghert tr-

19 The capacity of the liner attachment embedments to sustain the forces and reactions generated by the thermal loads are evaluated against the permissible stress levels specified in Part I of the AISC specification and the Nelson headed stud manual (Reference 6).

The integrity of the liner is also checked to ensure water tightness.

5.3 MATERIAL PROPERTIES Section capacities are evaluated using ultimate strength design utilizing the following material properties:

a.

In place concrete strength of 3000 psi.

b.

In place reinforcement yield stress of 47.0 ksi, as documented in Appendix B.

5.4 LOAD COMBINATIONS Ultimate strength section capacity is checked against the load i

combinations specified in USNRC Standard Review Plan 3.8.4, Section 1

II.3.

Load combinations considered in this analysis are:

a.

U = 1.4D + 1.4F + 1.7L b.

U = 1.4D + 1.4F + 1.7L + 1.9E c.

U = 1.4D + 1.4F + 1.7L + 1.7W d.

U =.75 (1.4D + 1.4F + 1.7L + 1.7To)

U =.75 (1.4D + 1.4F + 1.7L + 1.7To + 1.9E) e.

f.

U =.75 (1.4D + 1.4F + 1.7L + 1.7To + 1.7W)

.i Gent /Cannenmaann

20 g.

U = 1.2D + 1.2F + 1.9E h.

U = 1.2D + 1.2F + 1.7W i.

U = D + F + L + To' + E' j.

U = D + F + L + To' + W where:

U=

Section strength required to resist design loads based on the strength design methods described in ACI-318-71.

D=

Dead loads including permanent equipment.

L=

Live loads including movable equipment.

F=

Hydrostatic loads.

To = Loads generated by temperature with full capacity of pool cooling system operable.

To'= Loads generated by temperature resulting from partial failure of pool cooling system and/or full core dump.

E=

Loads due to OBE with maximum ground acceleration of 0.05g.

One horizontal acceleration component combines additively with the vertical acceleration component.

Geert/r-

21 E' = Loads due to SSE with maximum ground acceleration of 0.lg.

5 One horizontal acceleration component combines additively with the vertical acceleration component.

W=

Loads generated by the design wind specified for the plant.

5.5 REQUIRED SECTION CAPACITY EVALUATION Force systems resulting from the mechanical loading combinations, (a, b, c, g, h of section 5.4) are considered to produce primary stresses as defined in Subsection CC 3136.3 of ASME Section III, Division 2 (Reference 4).

Required section capacities to resist these forces are evaluated in accordance with the ultimate strength design provisions of ACI 318-71.

4 Force systems due to thermal loading are considered to produce secondary stresses as defined in Subsection CC 3136.4 of ASME Section III, Division 2 (Reference 4).

Consideration of mechanical and thermal loads combined as indicated in Section 5.4 is in accordance with Appendix A - Thermal Considerations of ACI 349-76.

Magnitudes of the combined force systems producing primary and secondary stresses are evaluated in accordance with the ultimate strength design provisions of ACI 318-71 with the following exception:

Where thermally induced in plane shear forces exceed the capacity of the section determined in accordance with ACI 318-71, the principal stresses for the section are obtained by considering the biaxial Gaart/F-

22 stress state of the concrete element.

If the principal stress is compressive, the section is considered adequate for the applied loading. When principal stresses fall in the tension zone of the Mohr's circle failure envelope the section is considered to have insufficient capacity for the applied loading.

5.6 EVALUATION OF STRUCTURE UNDER MECHANICAL LOADING Increased fuel storage density results in higher dead loads and seismic loads being applied to the structural slab at elevation 118'-4".

Under the pure mechanical load combinations (a, b, c, g, and h of Section 5.4) the structural elements of the slab have sufficient capacity to support all postulated loadings.

Figures 5-1 and 5-2 present a summary of typical section forces and reactions.

The overhead crane, moving in the north-south direction, passess over Pool B of the Spent Fuel Pit.

The maximum lift load of the crane is 150 tons. The crane is supported by a series of steel frames that are anchored to the concrete either at elevations 162.0' or 143.0'.

j Only two of the steel crane columns will have any effect on the Spent Fuel Pit.

One of the columns is located 2.5' north of the intersection of the centerlines of the North and Middle Walls and is anchored at elevation 162.0'.

The other column is located 5.5' south of the intersection of the centerlines of the South and Middle Walls and is anchored onto a wall at elevation 143.0'.

This column is also horizontally anchored to the cantilevered slab at elevation 162.0'.

Gast/P-

23 The analysis results show that the crane live load either tends to relieve the forces and moments acting on the Spent Fuel Pit or causes a very minimal stress increase.

~

Therefore, the crane live load is not a critical factor in the analysis, indicating that the crane may be utilized while the pools are at the elevated temperatures.

The investigation of the structure under mechanical loads also includes the spent fuel cask loading on the bottom slab of the cask loading area in Pool B.

The capacity of the slab is sufficient to sustain this load in addition to the other simultaneous mechanical loads.

The results from the analysis show that the entire spent fuel pool structure has sufficient capacity to sustain all mechanical loading combinations.

5.7 STRUCTURAL EVALUATION UNDER' THERMAL LOADING CONDITIONS Four individual thermal loading conditions are investigated. First, under normal operating conditions, a steady state water temperature of 125' F exists in Pool A only or in both pools.

A steady state water temperature of 150' F is assumed to exist in Pool A only for the second condition although in reality, this is a transient temperature.

The third condition is for a steady state water temperature of 160' F with water in both pools and the fourth condition is for a transient water temperature of 190* F also with water in both pools.

Ghert/P-

24 Estimated crack widths are calculated for the walls and bottom slabs of the pools and listed in Table 5-1.

(Reference 5).

These values are based on a steady state water te:perature of 190' F for illustrative purposes only.since this condition will yield upper bound values.

Moreover, the resulting values calculated are found to be of acceptable magnitudes. However, these predicted values are applicable only to areas removed from the geometric discontinuities of the structure.

5.7.1 Steady State Water Temperature of 125' F Under this loading, the pool walls and the bottom slabs maintain elastic behavior. However, the support walls below the bottom slabs exhibit inelastic behavior in some local areas which are adjacent to the bottom slabs.

This behavior is due to the combination of horizontal axial tension and relatively large in-plane shears generated by the difference in the mean temperatures between the two adjacent structural members.

Although the magnitude of the forces generated by the elastic analysis indicates that the existing reinforcement is insufficient, the structural integrity of these walls is not jeopardized since these are local conditions due to secondary stressess which are self-limiting.

(See Reference 4).

Also, the amount of overstress is marginal.

l l

Ebert/Commenmasah

25 5.7.2 Steady State Water Temperature of 150' F The majority of pool walls and bottom slabs require cracked section analyses in order to justify their adequacy under this loading.

In some. areas where a cracked section analysis is not applicable, averaging of the axial loads and moments of adjacent iceas is sufficient to justify the adequacy. Yet in other areas, such as the walls below Pool A and the north and south walls of Pool B at the junction of the middle wall, large axial tension forces in combination with relatively large in plane ahears and moments exist due to the difference in the mean temperatures of adjacent members. However, since these are local conditions due to secondary stressess which are self-limiting, the structural capacity is considered adequate.

(See Reference 4).

5.7.3 Steady State Water Temperature of 160* F The results of-the analysis under this loading show that cracked section analyses in addition to other engineering judgments concerning localized stresses are required to justify the adequacy of the structure.

The majority of the pool walls and bottom slabs have sufficient capacity to sustain all loading combinations after a cracked section analysis is performed.

In other more critical areas, averaging of the axial loads and bending moments with adjacent elements in addition to a cracked section analysis is sufficient to justify the structural adequacy. However, in several isolated areas, generally wherever a sharp change in the mean temperature occurs between adjacent elements, very large stresses exist.

Geert/Carmannesah

26 These abrupt temperature changes, necessitated by the relatively large element sizes, occur in areas such as at the top of the north and south walls immediately above the water level, and also at the junction of the north and south walls with the middle wall. Another area is at the top of the support walls beneath the bottom slabs of each pool.

In each case, local cracking of the concrete and yielding of the reinforcement is expected. However, since these are local conditions due to secondary stresses which are self-limiting, the structural capacity is considered adequate.

(Reference 4). Moreover, the abrupt temperature changes used in the computer analysis will not occur as suddenly in the actual structure, which is further justification for accepting these apparently high stresses.

5.7.4 Transient Water Temperacure of 190* F The structural analysis for this loading condition does not include a computer analysis since the equivalent mean and gradient temperatures closely approximate the values used in the 160* F steady state condition.

The change in the water temperature from 160* F to 190* F corresponds to a 4.3% increase in the mean temperature, which is negligible, and a 23.5% increase in the thermal gradient for a typical 5'-0" thick wall over the steady state cor.dition.

Since the mean temperature is the most. critical thermal load and the moments due to the thermal gradient Lay be reduced by cracked section analyses, the anticipated stresses of the cracked section are slightly larger than those obtained for the 160 F steady state condition.

Gmut/r -

27 These stresses are acceptable and therefore, the structure is considered adequate for this loading condition, provided that the requirements stipulated in Appendix C are upheld.

5.8 STAINLESS STEEL LINER Pools A and B are lined with 3/16-inch thick stainless steel plates covering the bottom slab and extending up the walls to El. 161'-11".

The plates are welded with angles embedded in the concrete which function as back-up bars.

As the water within the pool or pools is heated, compressive stresses are built up within the liner plates when the steel is hot and the concrete is cold.

However, the liner plates will not buckle under the most extreme temperature differences (AT = 65 F*).

This is due to the effects of the hydrostatic pressure acting on the liner plates.

La th-other hand, it is possible for the connecting stud bolts to yield in certain areas.

Once stud yielding occurs, the thermal stresses within the plates are released.

The stud bolts are designed to have ductile failure according to the Nelson headed stud manual (Reference 6), that is, the mode of failure is in the steel and not in the concrete.

At the corners of the gate opening near the top of the Middle wall and at the top of the North i

l and South walls, the stud bolts are most critically stressed.

Stud yielding will most likely occur in these areas but the studs will not 1

fail due to the self-relieving thermal stresses in the liner.

anstir-- - -

28 The embedment plates to which the fuel racks are attached were not evaluated for increased seismic loading.

This task was not considered to be within the scope of this reanalysis.

e Gabert/Comunenuesth

29 TABLE 5-1 FcTIMATED CRACK WIDTHS (Water Temperature = 190' F unless noted otherwise)

Crack Direction Width Location of Crack (mils)*

North Wall horizontal 5

outside face vertical 3

South Wall horizontal 3

outside face-vertical 2

East Wall horizontal 4

outside face vertical 3

West Wall horizontal 3

outside face vertical 1

Bottom Slab east-west 4

bottom face north-south 5

Middle Wall **

horizontal 2

east face vertical negligible 1 mil = 0.001 in.

Water Temperature = 150' F - Water in Pool A only l

1

30

6.0 CONCLUSION

S The existing spent fuel pool structure is structurally adequate to sustain the forces imposed upon it under normal operating conditions and the hypothesized emergency condition, namely, the full reactor core stored in Pools A and B with or without the entire cooling system. functioning adequately.

As the water temperature increases the thermal stresses are induced by restrained expansion and rotation of the structure.

Localized cracking of the concrete structure will occur when the stresses reach a certain limit. After cracking, the thermal stresses will be partially relieved, and further increases in temperature will not increase tha thermal stresses.

The expected crack size is small, and ics depth and propogation are controlled by the reinforcing steel.

Thermal stresses within certain areas of the steel liner are relieved by ductile yielding of the attachment embedments.

The watertight integrity of'the liner is maintained under all loading conditions.

l l

Gibert/Commennusma

31 REFERENCES 1.

Crystal River Unit 3, Nuclear Generating Plant - Final Safety Analysis Report (Docket No. 50-302) 2.

MRI/STARDYNE (Version 3), DCD CYBERNET Data Centers, Stardyne 3 User's Manual July 1, 1967.

3.

AEC Publication TID-7024, " Nuclear Reactors and Earthquake" 4.

ASME Boiler and Pressure Vessel Code, ACI Standard 359-74;Section III, Division 2, 1975 ed.

(NY, American Society of Mechanical Engineers, 1975), Section CC-3136.4, pp. 183-184 5.

R. Park and T. Paulay, Reinforced Concrete Structures (John Wiley & Sons, NY, 1975), pp. 478-484 6.

TRW, Nelson Division, " Design Data 10, Embedment Properties of Headed Studs," (TRW Inc., 1974), 47 p.

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/q

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d

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~.

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r

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v

!are k

1)s Y= *2S od t st :4

,,e. <....

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\\.

'/

104 E;

O E

Agy_ ptaN A*. rope st as rtih;o-2.*

\\'

2103 N

g

/

2 COORDINATE' = + 3309

'...e M floor Twcar55-2'-o' g/

N t >r

v., #4 &

. m.

1*2.c/x e' g

)

=

a e N e p tv4 i

Wu a

o s,/

M 0

0

\\

,33 e.

i

/

\\

h %

sm

, v.o oc,

.w

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.g a gz gm,-

~

m

• .s'o

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% -4.5d 8632 g

) b R-

!. p :;,.,s

)

w-nr7, iss+

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w s

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. I,:

y i

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l l

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7 i

--%e.~

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,,.sr

9. w l

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k Plan, Elevation 143'-0" Figure 4-15 egg n ma mrm;

! nrAnemer uswsno (4-2, our) 1.

B t i i

/ +3 1

o._nc 2 @ 5.1"[

. F (D S. 50*

3' G 3. S

• 4 # 6.55 2 6.19'

3 9 4.11

• 14.31' f

=

= 11.5 0 '

• 18. 0 0

• f::.t".

= la50' o;

0 e

to, e o O

S 8 f n

T l

b..

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+:

y

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+

+

+

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= 10.50'

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_ 3 @ 3.5' 4e GES'= 2G. I9'

_ 111

_ no 6 = 1.e t '

PLAN VIEW Et. EV.

II B'- 4" 4

EL llW f

i

JC.1691 n goo.oo*

2 ** $.N' IS.OT' i.4 t95GY '

~-

- ii.za*

E O

ao

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p 1

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04s y+

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,. s.A.u.s.o, q

p d

NOTES:

ise ru floor 'JNCE.R F'wEL Fo0L -

.fLOOM TMICKsit$b a f 00

~

FLOCA 900T UNDER FutL PoeL*

a FLOO4.TH 4COff 35 = 3.OO g

y, g j

..a

_ s..,.. u

,m.w r

,,, c.~ 'em, l

f

/

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e4st 4s-

/ E cooRD.-+ 22.sa /

n,

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j

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U ON,_No.

W "!!!

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.us 30 u nos

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M* H 507 nd., a 1+ /f dhas,br=r")

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.... _x o

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u Oss i

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4 4

4

+

e e

e b V V

a 3 G 4.+1 64 co' __L5'

11. 5 7 '

l Plan, Elevation 118'-4" N oi r : Locxt

+E poi.nia c, ouT o,-

es,s a.

Figure 4-16 1

e c

I J.,(.g

• E.5 0 Y

_ d '

er.4 4 6 g >>

w

... m,,

s o

y

/

1. + sa nt

/

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p rA l

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/

, = _ _,

fg/

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pp' SECTION THRobGH POOL *A" LOOKING EAST L

/

j e

I N' 40, tM WWAll 1

N 4*

• 36.69 y

_ s ~

d.~*

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• e

+

u

+

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3

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4 8

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=

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g

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+

+

+

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4 R k

m I

T k k y 5

E 4

M

% N B

i N

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g n

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s I

y

D e

W G

4, O

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m

• Q4 9'A N

Q k

3 h %

q%

q 4

w N

k N

N g

=

4, 4 R s

M

+

o F

g X

• DR 4

.E E-22 kD kk Z-l

@3 ii i

FIGURE 4-25

8 9

e su t-4 $

%l

+

\\_

^

I N, /

+

a M.

s

(.

• 9 8

3 g

~

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N

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\\

N

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x x

N e N y

ig 5 9 q

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1 f

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b y

%,,n

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f FIGURE 4-29

C0

-., s I%

+

+

as

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+

+

s,y,, -

y m

x

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l X. -

s a,

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9

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s, k~

k

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k

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U=

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+

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+

+

M i

e g

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m M

L hi.

• i m

2

k

=

+

+

a

+

+

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+

FIGURE 4-30 y

e Q

%4 o

O T2 es M'4 la R

\\

+

+

+

h, 4

si q w%

4 4

==

4 o

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+

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u V

kJh 6

3 e

t i

f E

i

+

QQ dd hk T

v6 4

4 4

4 4

t I

U I l!i7 y _

N 9kq l

i L

l!

m i

x (x

l

=

\\*

I V]

l FIGURE 4-31

e f BlLat- "O " %

I i

,s a.

4.

_.m.

_a==>

y naen %r

• d* *f

)

Canna So...sv f atT 518 71. f t.2.2) l N>

bJ i

es.

k 93.e /st 2

• [

30<

Auewas.e f.eas Y

~

DM $ Esvieu fa

/

V j

> to.

N

/

y L

e 90 l.

K v s.t. f. / f r

<.o.

C vMYOR C u v t LCDC_

s..

c......,.. u a 10 2 (l-k

}=

W<

2 i-w<

=

C

~

z u.

i a

2 2

i l

2 m.

l me.

wa Sacnou C.,

.,y,2co tu..

lo.

(

O f"* f t.T huVFLODE n

s n

. TYPIC AL SECT 10N FORCES U = l.9 D + I.1 F.1.7 L. l.9 E FIGURE 5-1

n

~

y Poet. B %

)

~

\\

5 ssu uur... r..

Ja Cavres tue ar g

f act ra-ri,11. z.2.)

tz: se.

l j,,

40.s hot M 66~. k *

$====

_________(________

4, A

N

=

N 2

ac %.

[ '* -

Ann. 1s.r-

'r A668~**ht A se. v r.

c ts,7 L/9

%===

,. s..,

,,g,,,,,

SHEAR Euvet. ors S eavia c. C a p as e v y, iso (L-L nt w-93.cFM to-6e.

g 2

w to.

E C

g.

e nL o

2 to.

OZ*

w CC w w-87.c 0-k

-S M! M /f t f ection Cn c.ty,

_________-..________t___.....___.-

k OMENT NV Clo t ?

=.

l l

I TYPIC AL SECTION FORCES l

U = l.9 D + l.9 F. I.7L - I.9 E FIGURE S_2 l

A-1 APPENDIX A CRACKED SECTION ANALYSIS - SAMPLE PROBLEM West Wall above El. 118'-4" Horiz. steel on the outside face Interaction curve number 13 From the R/C Design Program output take T-P 448 as a typical element which g

falls outside the interaction curve in this area since, axial compression (Fx) and bending moment (Mx) are relatively large for all of the critical loading combinations.

U = D + F + L + To' + E' Fx = -390.5 k Fxy = -27.4 k Mx = +1114.0 Ft-k Mxy = -30.2 Ft-k Fy = -207.9 k Fxz = -30.1 k My = +767.5 Ft-k Fyz = +2.8 k To' = 190* F mean temp. + 190* F gradient temp. component Resultant forces due to gradient Temperature component are:

Fx = -36.7 k Mx = +1014.0 Ft-k NOTE: The above values are assumed values used solely for this example.

Giburt/Cammemmenth

A-2 FLEXORE t.

AND d

_1

)

=

AYlAL LOAD I

y y

, =

l

,e Inside (hD

~j

~ ' As i

f' re A's?

4 T= 94 r a

4.

o< =5.5 x 10 '/F"

^

_ 27.4 z( A 4

f'.= 3000 pst Es= 29x 10' pst b= 12.o tn A s = 2.00 e t - (oo.ola A's = z.n M f=

40 ksc E c.= 3.32x10'ps j

3 d=57.4 la

n. E'/Ec

• 9 d'= 3.b in.

STRAIN DIAGRAMS Inside fac.e6it der 4

_ _ _de d

+

=

7._.. _

tou o

' fc h - fcot

.<AT ffett fot + g gr

~

slope

• 5 N L

slope = _ Ee t slope

• Mec.han: cal Leads

+

Therrnal Grad'ed Total

=

4 Ther mal Mean, STRESS DIA E A M

[d'- - - -

L y

cr; e,,, a

/

n T_

,y.

A-3 M c cho-n'i c.o I Loads (unfo.ctor-eci)

M = + l ll 4.. O - 10 I4. 0 = + 100 0 FT-H sI?.= l2o0 0 I n.%

N = - 39o.5 K c = M /N = 12 00 O /390 5 = 3-1 iM A = Go.o y. ra..o + R.x 9 t z.z'7 + 9 s 2.co = 'ns-9 is z

.T= ( 12.o x Go.c /12.o) + GT.w 9 x 2.27 w 2G 4*)

3

+ (9 x2.co x 27-4') =

257,991 lN #

fcot = (390.5/778 9)- (lzoo.o xso.o/257,99/) = *O 3Gl X Si f c.ct.

(390 E/'7'7 9 9) + (_lzec.c x3o.c /zs 7,99[) = to.G4o Xst Toko-l Locuc\\ s 6c = (C Ec.it. - Ecow') /Ec f + o<. dT/s) 3 Ec = (CG4o-3Gl)/3 3E wloG +(5.5' slo-5)x94)xo./c,0.c Ee= Ct. con n to-") s cu fe= Ec Ec = C3 3E x lo'.) x O.coi? w 1o-5 ) w ct = 33. 25 7 a-f's = 2 o Cfc /a.) Cct-d ')

Es= 0 C [a.!a.) (d - ct)

Cc = '/z fc cx. b l

C s - Z n A's (fc/a ') Cct cl')

T= n A.s (fc /ct)(d - ct)

A-4 Tolo. )

Loads conj,rveA Re.fer lethe set-ess cl i g ro-rn 17 = o N = Ce + C s - T 2

390.5 v. ioco = C33.25'7)Ciz.o) a /7_

• 2(9)(2.E'7)(33.257 c./a)(a.- 3.G)

- 9 (a.co)(33 257 a./a.) (57 4. -cC) 39o,500. o = 199 5 ci.1 + l 358 9 a -4 392.0 -345 G i l + 598.G c.

19 9 5'ct.2- + l 95 '7 5 a. - 4 29, '7 5 3 1 = O a.= 41.8 is fc. = 33. 25*7 (41. 8) =

139 o Psi f 5 = 2 (9) (1390/4l.8) (4 l.8-3. G) = 223 8GS Psl fs = 9 (139o /41.8)(57 4 - 418) = 4G(o9 Psi Cc.= 1590 612.o)(4/.S ) /2 3 4 5, G l 2 B

=

C s = 2..E'l (zz,8 G 8 )

Sl; 9 / O L6

=

2.co C 4GG 9)

= - 9, 338 L E

)

=

N 3Cll; 184 L6 c.pprox 3 g5co y

=

OK

A-5 E M q;. = o 3 (4 z - d ') + TCol-Uz)

-M t = Cc. (1/a - a/3) + C

/

= 3 48.G (3o.o - 41.8/3)+ 519 (30.o - 3. G) j t 9 3 (57 4 - So.o)

M 4_ = 7 2 2 5 8 in-s = Goa.Z Fr-K M ( = Tota.1 rnornen f a cfincj on Lhe cro.cked Sec c io r.n.

Mrs = Moment due 60 she.

S herrn a.l cj ro d i e nt o.c Elo g o n t h e c ro.c.k ed secdro n.

M re = M ( - M = G o a. 2. - 1 oo. o = foz. ?.-. ~r-K M Sc

= C ro-c.ki n g rn o m e n t of f he secilon -

fr = cp 5.0 ( f6

• = O.G5 C5.o)(3ccoY = 17 8 Psi M fc = Cl7e Oz.o)CGad)'/G)//zx 1000 = f oG.s Fr-X l oG. 8 Fr - K 4.lil4.o ir-K, fherefore she concrede h a s c ra.c.h ed.

ThereGrc j M u = Go a. 2. rr-x c.nd Pu= -390.=rX R e.fe r sc Inseca.c.t ico curve *is.

The c a p a. cit y o f f h e c ro.c x ed s ec sion i s a d e S u o.h e..

A pprox imo.s ely lo % o f A s 2nd /%

i s cco vired ic rest si a.w ia.l co m p re ss io n s

plus bendinc).

-A fr fro m AcI S6c.ndard 315-71 S e :f io n E.1.E, p. 5%

3

A-6 Estimated C rac k Wid&

(Re fere n ce 5)

A e = z (6 c0 b = z ceo.o-57 4)12 o = G2.4 m2 fs = 4GG9 Psi

\\/\\/= 0.115 (A e 4 h I) (s x 10-'

W= 0.l15 (GE.4/4 (.$7 4-d:s ) 4G69 x. lo-*

~'

W = 1. 8 x lo-* I NI

1. 8 MILS

=

- n-Plan e S h ea r and In - Plane B e nd i n g_

Fwy = - ? 7. 4 x l% = - 30. 2 Fr-K Neglect she Co.pacity of 6he concrete.

to restsh 6he se loads.

S in c.e on ly 10 % o f A s o.nd A 's is reo vired fo r a.w s a l l oad plus bending, she.

re'en ai n i na oo% of As o. n d A 's is available 60 resist shese l oa.d s.

A

=

C Fiy /z + 3 (izX MxyC/zi)/Co.9 Fy /lo:o) 3 As = Cn?/z + aciOC30 4/z(God)/o.9 C40.cD A s = 0. G3 IN*

p er kaCd.

Availa.ble A s = 0 9 (2.00) = l 8 o iki z > o G S i N '-

oX

leu. [k/h[

A-7 Irrl et ade'on Curve # 13 MOO

. pae 1200 foo7 (Au A's) l 5

ioco _ _

• e 1

800.._.

1 s

N Pe = 719.9 (a 00_. _

s towaAQ 1

bh5 400 3 10 p P.

9

_2 co__

Su v i

f t --

o AN d Y~k !Tt 7

/;

gl 8

Pg.fg T g!

g o'

o o

o 8

zoo m

o a

y s

3 I

Ago i

ME = OlWate moment ac4.'n3 on 4he crac.ked secflon.

ME"= 0lbafe rno menf a.c.Nos on ne uncrackea s e c+,'o n.

s

B-1 APPENDIX B EVALUATION OF STEEL YIELD STRENGTH Reinforcing steel was provided under the requirements of SP 5646,

" Specification for Fabrication and Delivery of Reinforcing Steel." This specification in conjunction with the Quality Assurance Program described in the FSAR (Reference 1) required that traceability of the material utilized in construction be maintained.

A review of the quality assurance documentation records including bar mark sheets, delivery tickets, and the -hemical and physical test records indicates that a yield strength ot 47.0 ksi may be utilize 3 to evaluate the strength of the existing structure.

Table B-1 present. the yield strength values for the steel utilized in the construction of the sper.t fuel pool structure.

i l

l l

l Gilhart/Commanuseth

B-2 TABLE B-1 STEEL YIELD STRENGTH Steel for Spent Fuel Minimum Pool Structure Reported Value Bar Heat Yield Heat Yield Size Number Point, ksi Number Point, ksi 106170 49.4

1. 6 106171 50.0 106172 50.7 106170 49.4 110627 55.4 110628 55.2 106367 52.0

1. 7 106369 49.5 106370 52.9 106369 49.5 111495 60.4 111509 61.6 110332 51.2

1. 8 111560 55.0 110330 48.7 106467 60.5

1. 9 106468 56.5 110176 59.7 110181 58.0 110182 51.2 106476 49.2 110183 54.7 110184 56.0 111276 59.5 111347 55.2 106544 49.8

1. 10 106546 54.1 106559 47.4 106573 55.9 111351 53.1 111550 47.0 111352 52.3 111354 61.6 111356 49.6 i

113634 61.2 113635 59.8 106607 57.5

1. 11 106611 65.8 106637 48.0 106639 51.1 m

C-1 APPENDIX C COOLING CONSIDERATIONS C.1 General Description The Spent Fuel Pool (SFP) Cooling System removes decay heat generated by spent fuel stored in the CR3 Pools "A" and "B".

The system consists of two cooling water pumps, two heat exchangers a borated e

water recirculation water pump, and associated piping that connect this system to the Decay Heat Removal and the Radioactive Liquid Waste Disposal Systems.

The SFP Cooling System is redundant in that either of the two pump / cooler combinations or both pumps and coolers can be used to cool Pool "A", Pool "B", or both pools.

C.2 Cooling System Performance The adequacy of the Spent Fuel Pool Cooling System has been analyzed in view of the proposed expanded fuel storage capacity.

Table C-1 summarizes the cooling system performance for the Normal Refueling condition and Table C-2 for the Full Core Discharge condition.

The decay heat loads were calculated using the method given in Reference 1.

The B&W decay heat curve (Reference 2) was used as the curve in Reference 1 did not extend to the decay times of interest.

The analysis is based on finite irradiation time (310 days effective full power operation per year) and a conservative refueling schedule l

(all elements discharged within 150 hours0.00174 days <br />0.0417 hours <br />2.480159e-4 weeks <br />5.7075e-5 months <br /> of reactor shatdown).

I Geert/r-I

C-2 i

C.2.1 Decay Heat Loads In evaluating the thermal impact of increasing the storage capacity of CR3 spent fuel pools, two storage schemes were assumed; a 12 inch pitch and a 10 inch pitch geometry of the spent fuel storage racks.

i Two decay heat loads have been analyzed for each storage scheme.

i C. 2.1.1 Norn'al Refueling Condition i

1.

Spent fuel assemblies in storage accumulated from successive yearly refueling outages to fill pools A and B to capacity while retaining full core discharge capability.

2.

It was conservatively assumed that all discharges were completed 150 hours0.00174 days <br />0.0417 hours <br />2.480159e-4 weeks <br />5.7075e-5 months <br /> following reactor shutdown from full power.

Credit was taken for an additional 365 days of decay for each successive refueling.

3.

It was conservatively assumed that all refuelings occurred following reactor operation for 310 effective full power days for an entire year.

All 1/3 cores at the time of refueling had been irradiated for 930 effective full power days.

A second normal refueling condition in which Pool A only was filled was evaluated for the 12 inch pitch geometry.

The results of this analysis are shown in Table C-1.

Ghert/F-

C-3 m

C.2.1.2 Full Core Discharge Condition 1.

Spent fuel assemblies in storage accumulated from successive yearly refueling outages per Normal Refueling Condition (C.2.1.1).

2.

177 fuel assemblies (entire core) discharged to the storage pools during the next scheduled yearly refueling outage af ter satisfying 1. above.

It was conservatively assumed that this discharge is completed 150 hours0.00174 days <br />0.0417 hours <br />2.480159e-4 weeks <br />5.7075e-5 months <br /> following reactor shutdown from full power.

3.

It was conservatively assumed that all refuelings occurred following reactor operation for 310 effective full power days for an entire year.

The core was assumed to be irradiated in the following manner, 59 assemblies for 310 days, 59 assemblies for 620 days, and 59 assemblies for 930 days.

The results of this analysis are shown in Table C-2.

The small incremental heat load between the 12 inch pitch and 10 inch pitch storage schemes is within the accuracy of the analysis and will not be further considered.

C.2.2 Failure Analysis Two conditions of failure analysis have been analyzed:

1.

Single-failure analysis Although single-failure is unlikely, a single-failure of the CR3 Spent Fuel Pool Cooling System has been considered.

Pool Geert /P-

C-4 temperatures resulting from a single-failure during the Normal j

i Refueling Condition result in a steady state condition which is considered to be acceptable (Table C-1).

Sir.gle-failure during the Full Core Discharge Conditica could result in pool temperatures in excess of 2100F should supplemental cooling not be provided (Section C.2.3).

Commencing with a pool temperature

<f 1600F the m1M=im time for the pools to attain 190 F is 0

N eely 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br />. This is sufficient time to provide cooA% y supplemental means and is considered to be sufficient time to perform any necessary repairs to restore the normal i

spent fuel cooling systems.

1 2.

Loss of all spent fuel pool cooling

)

It 1s highly unlikely that a complete loss of spent fuel pool i

~

cooling will occur due to the following reasons:

a.

Seismic Class I Systems.

b.

Redundant cooling pumps and heat exchangers.

Cooling pumps are supplied from separate electrical sources, c.

each with the capability of being powered by separate emergency diesels.

d.

The systems that provide the ultimate heat sink for the spent fuel pool cooling heat exchangers are also Seismic Class I systems and are provided with redundant pumps and heat exchangers.

Ghert /P-

C-5 0

Commencing with a pool temperature of 160 F the min 4=>'= time for the pool (s) to reach 190 F is approximately 4.3 hours3.472222e-5 days <br />8.333333e-4 hours <br />4.960317e-6 weeks <br />1.1415e-6 months <br />.

This is sufficient time to provide cooling by supplemental means.

C.2.3 Supplemental cooling There are four supplemental means which can provide cooling to the spent fuel pools in addition to the Spent Fuel Pool Cooling System.

1.

The Decay Heat Removal System can be used to cool the pools.

2.

The forced ventilation system can be used to improve the cooling effects of pool surface evaporation.

3.

Borated Water Storage Tank (BWST) water can be used for pool water makeup as well as for its cooling effect.

4.

Time delays can be imposed on rjae transfer of fuel assemblies into the fuel pool.

The decay heat analysis very conservatively assumes that an entire core will be discharged into the spent fuel pools within 150 hours0.00174 days <br />0.0417 hours <br />2.480159e-4 weeks <br />5.7075e-5 months <br /> of reactor shutdown.

No credit was taken for additional decay.

Three alternate schemes of using the Decay Heat Removal System to provide cooling to the spent fuel poolc were analyzed for the Full Core Discharge Condition.

l 1.

One spent fuel cooling hect exchanger and one decay heat cooling 1

heat exchanger at 150 gpm each. A steady state pool temperature of 1380F is attained within 18 hours2.083333e-4 days <br />0.005 hours <br />2.97619e-5 weeks <br />6.849e-6 months <br /> commencing from a steady i

k-state temperature of 160 F.

j Ebert/Commonweana

C-6 2.

One decay heat cooling heat exchanger at 3000 gpm.

A steady f

state pool temperature of 145 F is attained within 18 hours2.083333e-4 days <br />0.005 hours <br />2.97619e-5 weeks <br />6.849e-6 months <br /> commencing from a steady state tem;"rature of 160 F.

3.

Two dec.ay heat ecoling heat exchangers at 1500 gpm each.

A steady state pool temperature of 128 ? is attained within 16 hours1.851852e-4 days <br />0.00444 hours <br />2.645503e-5 weeks <br />6.088e-6 months <br /> cannencing from a steady state temperature of 160 F.

Inclusion of the BWST into the system as a second supplemental cooling scheme was analyzed.

The BWST can be valved in parallel to the d P cooling heat exchanger.

This arrangement utilizes the BWST water (assumed to be 90 F) and provides a much larger heat sink resulting in extended times for the fuel pool to attain a temperature of 190 F.

The following are times for the spent fuel pool to reach 190 F starting at 160 F if the BWST is included:

Heat Exchanger (s)

Time to 0

Available Reach 190 F 1

30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br /> 0

10 hours1.157407e-4 days <br />0.00278 hours <br />1.653439e-5 weeks <br />3.805e-6 months <br /> l

It should be noted that inclusion of the BWST water decreases the pool temperature for the first several hours of the transient.

C.2.4 References 1.

USNRC Standard Reviaw Plan 9.2.5, Ultimate Heat Sink, NUREG 75/087, 11/24/75.

2.

Babcock & Wilcox Decay Heat Curve, 2A3-N, 2A3823231/11-6-69.

i Gibert/Commanuseta

C-7

~*

I TABLE C-1 Spent Fuel Pool Cooling Heat Leads and Operating Temperatures Normal Refueling Condition Pool Heat Load Temperature (Btu /hr)

(OF) 12 inch pitch of storage racks 590 assemblies - 10 successive refuelings 7

1 SFP cooler 1.53x10 155 2 SFP coolers 1.53x107 125 12 inch pitch of storage racks 354 assemblies - 6 successive refuelings (Pool A full, Poal B empty) 7

(

1 SFP cooler 1.37x10 150 2 SFP coolers 1.37x107 122 10 inch pitch of storage racks 944 assemblies - 16 successive refuelings 1 SFP ccoler 1.67x107 160 2 SFP coolers 1.67x107 128 Gilbert /Commanuseth

C-8

( '

TABLE C-2 Spent Fuel Pool Cooling Heat Loads and Operating Temperatures Full Core Discharge Condition rool Heat Load Temperature (Btu /hr)

(OF) 12 inch pitch of storage racks 767 assemblies - 10 successive refuelings plus full core 7

2 SFP coolers

3. 34:c10 160 l

10h inch pitch of storage racks i

1121 assemblies - 16 successive refuelings plus full core 7

2 SFP coolers 3.34x10 162 k

l l

1 l

N.

aunicomunamn --.

....