Text

Structural Analysis Rept for BWR Spent Fuel Pool Structure, Rept Presents Results of Nuclear Energy Svcs Analysis.Spent Fuel Storage Pool Design Adequate to Withstand Loadings Associated W/Normal Conditions
	ML20062A599
Person / Time
Site:	La Crosse File:Dairyland Power Cooperative icon.png
Issue date:	09/26/1978
From:	Husain I, Risley J; DAIRYLAND POWER COOPERATIVE
To:	;
Shared Package
ML20062A597	List: ML20062A591; ML20062A599; ML20062A608;
References
	NES-81A0095, NES-81A0095-R01, NES-81A95, NES-81A95-R1, NUDOCS 7810160146
	Download: ML20062A599 (59)
	v • d • e

o NES 81A0095, Rev. 1 9/26/78 i

STRUCTURAL ANALYSIS REPORT for the LACROSSE BOILING WATER REACTOR SPENT FUEL POOL STRUCTURE Prepared Under Project 5101 for DAIRYLAND POWER COOPERATIVE by Nuclear Energy Services, Inc.

Danbury, Connecticut 06810 Prepared by:

I.

Husain

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Rislev Approved by:

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I TABLE OF CONTENTS Page 1.

SUMMARY

1-1 9

2.

INTRODUCTION 2-1 3.

DESCRIPTION OF THE SPENT FUEL STORAGE POOL 3-1 4.

APPLICABLE CODES, STANDARDS AND SPECIFICATIONS.

4-1 S.

LOADING CONDITIONS.

5-1 5.1 Load Cases 5-1 5.2 Load Combinations 5-2 6.

STRUCTURAL ACCEPTANCE CRITERIA.

6-1 7.

METIf0D OF ANALYSIS 7-1 7.1 Mathematical Models.

7-1 7.2 Mathematical Formulation of the Static Analysis 7-1 7.3 Stress Analysis 7-2

(

8.

RESULTS OF ANALYSIS 8-1 l

8.1 Spent Fuel Storage Pool Structural Analysis.

8-1 i

9.

CONCLUSIONS 9-1 10.

REFERENCES.

10-1 l

1 11.

APPENDIX.

11-1 1

/

ii i

i

LIST OF TABLES Page 8.1 Results of the. Storage Pool Structural Analysis' Load Combination #1,

'l.4 D + 1.7 L

,,8-3 8.2 Results of the Storage Pool Structural Analysis Load Combination #2, 1.4 D + 1.76 + 1.9 E s

(OBE Seismic Event),

. g.4 8.3 Results of the Storage Pool-Structural Analysis Load Combination #3, 0.75 (1.4 D + 1.76 + 1.7 T).

8-5 8.4 Results of the Storage Pool Structural Analysis Load Combination #4, 0.75 (1.4 D + 1.76 + 1.9 E + 1.7 T).

8-6 8.5 Results of the Storage Pool Structural Analysis Load Combination #5, D +-L +

1.25 E + I.L.

(Cask Drop Event)

.g7 LIST OF FIGURES P, age, 3.1 Fuel Storage Pool Elevation - North and South Walls

.~.

3-2 3.2 Fuel Storage Pool Elevation - East and West Walls..................

3_3 3.3 Spent Fuel Storage Rack Arrangement Plan.

3-4 7.1.a Spent Fuel Storage Pool - Finite Element Model Dimensions and Node Numbers 7_4 7. l'. b Spent Fuel Storage Pool - Finite Element Model Plate Element Numbers 7-5 7.1.c Spent Fuel Storage Pool - Finite Element Model Plate Element Numbers 1

7-6 7.1.d Spent Fuel Storage Pool - Finite Element Model Appropriate Boundary Conditions.

7-7 1

iii l

i I

1.

SUMMARY

This report, prepared for Dairyland Power Cooperative (DPC),

presents the results of the structural analyses performed by Nuclear Energy Services, Inc. to verify the adequacy of the fuel storage pool structure to accommodate the additional dead weight, vertical and lateral seismic loads of the high density flel ftorage racks.

Detailed structural analyses of various structural members of the pool (pool floor, walls) have been performed to verify the adequacy of the design to withstand the loadings associated with normal operations, the severe and extreme environmental conditions of the 1/2 safe shutdown and safe shutdown earthquakes and the abnormal loading conditions of an accidental cask drop event.

The response of the fuel storage pool structure to the specified static loading conditions have been evaluated by means of linear elastic analysis using the finite element method.

Applicable loads and load combinations have been considered using the guidelines given in USNRC Standard Review Plan Section 3.8.4.

The allowable section strength of the reinforced concrete members have been calculated based on the ultimate strength design methods described in ACI-318-71.

For the specified loading conditions, the maximum stresses of the storage pool structure have been calculated and shown to be less than the allowable values.

It has been concluded from the results of the structural analysis that the spent fuel storage pool design is sufficiently adequate to withstand the loadings associated with normal operating and abnormal conditions.

l t

1 l

l l

l-1 L

2.

INTRODUCTION Nuclear Energy Services, Inc. (NES) h is designed the crash pad and the high density spent fuel storage racks for the Dairyland Power Cooperative to be installed in the Lacrosse Boiling Water Reactor fuel storage pool.

The structural design of the high density spent fuel storage racks is given in NES document 81A0546, Rev. 2, dated August 7,1978 (Reference 1).

The spent fuel shipping cask drop analysis is given in NES document 81A0550, Rev.

2, dated September 20,1978 (Reference 2).

This report (NES 81A0095) presents the results of the structural analysis that have been performed by Nuclear Energy Services, Inc.

to evaluate the adequacy of the fuel storage pool structure to withstand loadings associated with the additional dead load and seismic response of the high density spent fuel storage racks and the reaction loads resulting from a cask drop event.

The fuel storage pool floor and walls have been mathematically represented by a three dimensional finite element model consisting of plate elements and having appropriate boundary conditions.

The response of the finite element model of the storage pool structures to the applicable loads have been determined using linear static analysis methods.

Loads and load combinations have been developed based on the guidelines given in USNRC Standard Review Plan Section 3.8.4 (Reference 6).

The adequacy of the reinforced concrete members have been evaluated using ultimate strength design methods for reinforced concrete structures.

The applicable codes, regulatory standards, structural acceptance criteria are also presented in the report.

The detail loading and structural calculations are given in Appendices A through D.

2-1

3.

DESCRIPTION OF SPENT FUEL POOL STRUCTURE The fuel storage pool is located inside the reactor containment building (south of the reactor pressure vessel) between elevation 659'-5-5/8" and 701'-3".

The fuel storage pool is a 11' x 11' x 40' deep reinforced concrete structure lined with AISI Type 316 stainless steel plate.

The 56 inch thick storage pool floor is lined with 3/8 inch thick stainless steel plate and is supported along its perimeter by the four pool walls and along its mid-span by a 29 inch thick well.

The pool walls, which vary in thickness, are lined with a 1/16 inch thick stainless steel sheet.

.A detailed layout of the pool floor and its supporting walls are shown in Reference 3.

Elevation sections of the pool floor, the north, south, east and west walls including their detailed reinforcement patterns, changes bi wall thickness and pool floor support walls are indicated in Figures 3.1 and 3.2.

In the arrangement of the storage racks, and crash pad in the fuel storage pool (shown in Figure 3.3), the two-tier 9 x 8 and 4 x 10 storage rack are located adjacent to the east, west and north walls of the pool and the crash pad is located adjacent to the south wall of the pool.

The horizontal seismic loads are transmitted from the rack structures to the fuel storage pool walls at three elevations (the top grid of the upper tier rack section, centerline of the inter-section of upper and lower rack tiers, and the bottom grid of the lower tier rack section) through adjustable pads attached to the rack structures.

The vertical dead-weight and seismic loads are transmitted to the storage pool floor by the rack support feet.

The impact loads associated with the cask drop event are transmitted to the pool floor by the crash pad.

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Location Location Locations (Typ.)

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l FIGURE 3.3 SPENT FUEL STORAGE RACK ARR1dIGE.'4ENT PLAN 34

1 e-4.

APPLICABLE CODES, STANDARDS AND SPECIPICATION The following design codes, regulatory guides and references have been used in the structural analysis of the fuel storage pool structure.

1.

ACI 318-71

" Building Code Requirements for Reinforced Concrete" American Concrete Institute.

2.

Uniform Building Code, 1973 Edition.

3.

USNRC Standard Review Plan, Section 3.8.4.

4.

"USNRC Proposed Position for Review-and Acceptance of Spent Fuel Storage and Handling Application."

5.

Nuclear Energy Services, Inc. document NES 81A0544, Rev.

O.

" Quality Assurance Program Plan for the Lacrosse Boiling Water Reactor Spent Fuel Storage Rack Design Program", March 1978.

6.

George Winter, et al

" Design of Concrete Structures",

McGraw Hill Book Company, 1964.

t 4-1

5.

LOADING CONDITIONS The following load cases and load combinations have been considered in the analysis in accordance with the requirements of USNRC Standard Review Plan, Section 3.8.4 (Reference 6).

5.1 Load Cases Load Case 1 - Dead Weight D (Normal Load)

The weight of the empty pool concrete structure is considered as Cae dead weight loading.

Load Case 2 - Live Load, L (Normal Load)

Under normal operations, the storage pool is subjected to the live loads associated with the hydrostatic pressure and the weights of the fully loaded racks, crash pad and spent fuel shipping cask.

Load Cases 3 to 6 - 1/2 Safe Shutdoun Earthquake, E (Severe Environmental Load)

The fuel storage pool walls are individually subjected to the seismic inertia loading of the concrete walls, pool water mass, and the maximum seismic reaction loads of the fuel storage racks (Reference 1) for the 1/2 Safe Shutdown Earthquake event.

The load combinations (Section 5.2) involving the Safe Shutdown Earthquake (E') are less severe than those involving the 1/2 Safe Shutdown Earthquake (E) while the acceptance criteria for these load combinations are same.

Therefore, the analyses have been performed for the 1/2 Safe Shutdown Earthquake loading condition only.

Load Case 7 - Thermal Loading, Tn (Normal Load)

Clearances are provided between the individual racks and between the racks and the pool walls to allow unrestrained growth of the racks for the maximum temperature differential based on a maximum pool temperature of 150*F.

Consequently the storage racks will not impose any thermal loading on the stcrage pool walls.

The spent fuel pool cooling system analysis (Reference 7) of the storage pool for the high density storage rack application indicates that the pool water temperature will not be greater than 120"F for the maximum heat load condition.

The Technical Specifications, however, permit the fuel pool to operate at temperatures up to 150'F.

The pool floor and ualls are conserva-tively analyzed (Appendix C) for a linear thermal gradient of 5-1

80 F (150*F inside pool temperature and 70*F ambient temperature outside the pool) across the thickness of concrete elements.

Load Case 8 - Spent Fuel Shipping Cask Drop Impact Load I.L.

(Abnormal Load)

The maximum reaction load associated with the spent fuel shipping cask drop event (Reference 2) are applied to the affected area of the pool floor.

5.2 Load Combinations (a)

For service load conditions, the following load combinations are considered using the ultimate strength design methods of ACI-318-71 (Reference 10).

(1) 1.4 D + 1.7 L (2) Ll.4 D + 1.7 L + 1.9 E (3) 0.75 (1. 4 D + 1. 7 L + 1. 7 To)

(4) 0.75 (1. 4 D + 1. 7 L + 1. 9 E + 1. 7 T )

o (b)

For factored load conditions, the following load combinations are considered using the ultimate strength design methods of ACI-318-71 (Reference 10).

(2)

1. 4 D + 1. 7 L + 1. 9 E > D + L + E ' *

(5) 1.4 D + 1.7 L + I.L.

The detail calculations for various loading data and load combi-nations are given in Appendix A and C.

t

Lateral seismic inertia loading of the concrete walls, pool water mass and the maximum seismic reaction loads of the fuel storage racks for the 1/2 Safe Shutdown Earthquake (E) are 73% that of the Safe Shutdown Earthquake (E') (page A-8 of Appendix A).

Therefore, load combination 1.4D + 1.7L + 1.9E involving 1/2 Safe Shutdown Earthquake l

is more severe than load combination D + L + E' involving Safe Shut-down Earthquake.

l 5-2

6.

STRUCTURAL ACCEPTANCE CRITERIA The following allowable stress / load limits constitute the structural acceptance criteria used for each of the loading combina,tions presented in Section 5.2.

Load Combinations Limit-1, 2,

3, 4, 5

U Where U is the required section strength based on the ultimate strength design methods described in ACI-318-71.

The compressive strength of concrete at 28 days is taken as 3500 psi (Reference 10).

6-1

7.

METHOD OF ANALYSIS 7.1 Mathematical Models In orddr to perform the linear static analysis of the fuel storage pool structure, the various structural components (pool floor and walls) of the pool structure are represented by a composite three dimensional finite element model.

As shown in Figures 7.1.a through 7.1.c, the three-dimensional finite element model consists of plate elements interconnected at a finite number of nodal points.

Stiffness characteristics of the structural elements are related to the plate thicknesses.

Six degrees of freedom (three translational and three rotational) are permitted at each nodal point.

Nodal points are selected to adequately represent the changes in the wall thicknesses, discontinuity effects, various loadings and boundary conditions.

Appropriate boundary conditions, as shown in Figure 7.2, have been assumed at the interface of the storage pool and shield building.

7.2 Mathematical Formulation of the Static Analysis The static analysis of the finite element model has been performed using the direct stiffness methods of structural analysis.

If the force displacement relationship of each of the discrete structural elements is known (the element stiffness matrix) then the force-displacement relationship for the entire structure can be assembled using standard matrix methods as shown below.

For each element ku=f (1) where:

k = Element stiffness matrix u = Element nodal displacement vector f = Element nodal force vector For the idealized system the equation of equilibrium may be written, in matrix form, as follows:

KU=F (2) where:

K = Assembled stiffness matrix for the system 7-1

n tk a

i=1 U = Nodal displacement vector for_the system F = External nodal point force vector If sufficient boundary conditions are specified on U to quarantee a unique solution, Equation (2) can be solved for the nodal point displacements at each node in the structure, knowing the system' stiffness matrix and external force matrix.

From the displacement response of the system, the internal forces and stresses in each structural element can be calculated.

7.3 Stress Analysis For the plate element the internal forces and moments are related to the stresses by the following equations.

-2 (MX

[$ ) '(SX SX

~

s MY

=\\l2/

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=(T}f(SX

+ q/SX (FX S

~

ggy gy q FY 2 /

FXY SXY +g LSXY,_g,

~

Where:

T

= Plate thickness

+SX(c ) = Stress in element X direction on the positive'Z surface.

y

+SY(Cy) = Stress in element Y direction on positive Z surface.

+SXY(ogy) = Shear stress on positive Z surface.

-SX(cX)

= Stress in element X direction on negative Z surface.

-SY (c )

= Stress in element Y direction on negative Z surface.

y

-SXY (cXY) = Shear stress on negative Z surface.

Normal Stresses Shear Stresses SX on SY on face SYX on +Z face

+Z face

,(Z SXY

-gpI i 4

G N*

p SYX on -Z face

_i*f e h gg ' !'f le SXY q

ggx3) 1 Y (X2

,X(X1)

Element Axes 7-2

'Fx, Fy, Pz Element internal forces along element

=

x, y and z axes.

y Element internal moments about element Mx, M, Mz

=

x, y and z axes.

The maximum shear and compressive stresses are compared to the allowable shear and compressive stress values for a reinforced concrete, element.

The maximum tensile stresses are converted to the equivalent internal moments and the internal moments are compared with the allowable ultimate moment carrying capacities of the reinforced concrete sections.

The ultimate moment carrying capacities of the reinforced concrete sections for various reinforcement patterns and wall thicknesses are calculated using the ultimate strength design methods of ACI-318-71 (Reference 10).

The calculations are presented in Appendix B.

The structural analysis and stress analysis calculations are performed using the STARDYNE computer program (Reference 13).

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j-South Wall Y

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8.

THE RESULTS OF THE ANALYSIS The results of the static structural / stress analysis of the Lacrosse Boiling Water Reactor fuel storage pool performed with the STARDYNE computer code are contained in Reference 14.

Appendices A through D contain the loading data, allowable ultimate moment capacity of the pool floor and walls, thermal loading effects and seismic loading effects from other building structures.

8.1 Spent Fuel Storage Pool Structural Analysis The results of the storage pool structural analysis for load combinations 1 and 2 which includes the effects of dead, live and earthquake loadings are summarized in Tables 8.1 and 8.2.

These tables present the maximum shear stresses, compressive stresses and calculated design moments in each of the elements of different thickness in the pool structure and compares them with the allowable values as specified in the acceptance criteria of Section 6.

From Table 8.1, it can be seen that for load combination 1, the maximum shear stress, compressive stress and critical design moments (for the horizontal and vertical rein-forcements) are 0.058 ksi, 0.115 ksi, 243.6 K in/ft and 18.14 K in/ft respectively.

These stress and moment values are con-siderably lower than the corresponding allowable values of 0.20 ksi, 2.082 ksi, 1260 K.in/ft and 528.6 K.in/ft respectively.

Table 8.2 presents the results for load combination #2.

From this table it can be seen that the maximum shear stress, com-pressive stress, critical (horizontal and vertical reinforcements) design moment values of 0.075 ksi, 0.167 ksi, 695.3 K. in/ft and 77.8 K.in/ft respectively are lower than the corresponding allowable values of 0.20 ksi and 2.082 ksi, 2142.0 K in/ft and 528.0 K in/ft respectively.

The results of the storage pool structural analysis for load combinations 3 and 4 which includes the effects of dead, live, earthquake and thermal loadings are summarized in Table 8.3 and l

8.4.

These tables show that in the critical section (pool floor) the maximum moment of 702.9 K in/ft for load combination 3 and 4 is lower than the allowable value of 1200 K in/ft.

8-1

j 4

Table 8.5 presents the results for abnormal load combination 5 which includes the effects of dead, live and cask drop impact loads.

From this table it can be seen that the maximum shear stress, compressive stress, critical (horizontal and vertical reinforcements) design moment values of 0.089 ksi, 0.153 ksi, 675.8 K in/ft and 149.5 K in/ft respectively are lower than their allowable values of 0.20 ksi, 2.082 ksi, 2142.0 K in/ft and 897.6 K in/ft respectively.

The effects of additional loadings from the adjacent building structures on the pool structures are evaluated in Appendix D.

The sum of the ratios of maximum shear Stress to allowable shear stress for the pool structure and for the over all building structure (Reference 15) is 0.479.

Similarly, the sum of the ratios for the maximum moment to allowable moment is 0.432.

Since these-two ratios are less than 1, it can be concluded that the storage pool structures are adequate to withstand its own internal loadings as well as those from the adjacent building structures.

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MAXIMUM ALLOWABLE' STRUCTURAL DESIGN MOMENT MOMENT ELEMENT l

DESIGN / ALLOWABLE l HORIZONTAL MOMENT RATIO DESCRIPTION HORIZONTAL REINFORCEMENT REINFORCEMENT (K-in/ft)

(K-in/ft)

Pool Floor (56" Element) 702.9 1200.0 0.586 North Wall f

i El. 680'-5" to 701'-3" (36"Elenents) j 502.0 1260.0 0.398 El. 680'-5" to 701'-3" I

(21" Elements) 183.5 714.0 0.257 El. 678'-5" to 680'-5" (33.5" Elements) 451.4 1

1239.0 0.364 h

El. 659'-5.625" to 678'-5" (36" Elements) '

605.0 j

1260.0 0.480 I

4 El. 659'-5.635" to l

673'-5" (21" Elements) 210.8 714.0 0.295 South Wall

{

El. 672'-0" to 701'-3" (18" Elements) 146.6 504.0 0.290 j

j El. 659'-5.625" to I

l 672'-0" (57" Elements) 774.2 2142.0 0.361 l

East Wall El. 630'-5" to 701'-3" i

j (36" Elements) 529.2 1260.0 0.420 i

i El. 659'-5.625" to 680'-5" (57" Elements) 1027.6 2142.0 0.488 West Wall t

I El. 680'-5" to 701'-3" (36' Elements) 529.2 1260.0 j

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l El.

6 8 0 ' - 5."_ ( 5 7 " _.E_1_emen t;s.)_,__

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8-5 l

TABLE 8.4 RESULTS OF THE STORAGE POOL STRUCTURAL ANALYSIS LOAD COMBINATION #4, 0. 7 5 (1. 4D + 1. 7L + 1. 9E + 1.793)-

1 MAXIMUM ALLOWABLE STRUCTURAL DESIGN MOMENT MOMENT ELEMENT I

DESCRIPTION DESIGN / ALLOWABLE HORIZONTAL HORIZONTAL MOMENT RATIO REINFORCEMENT REINFORCEMENT (K-in/ft)

(K-in/ft)

Pool Floor (56" Element) 702.9 1200.0 0.586 g orth Hall N

El. 680'-5" to 701'-3" (36" Elements) 538.9 1260.0 0.428 El. 680'-5" to 701'-3" (21" Elements) 210.8 714.0 0.294 El. 678'-5" to 680'-5" (33.5" Elements) 505.3 1239.0 0.408 El. 659'5.625" to 678'-5" (36" Elements) 708.0 1260.0 0.562 f El. 659'-5.625" to l

l 678'-5" (21" Elements) 251.1 714.0 0.352 I South Wall El. 672'-0" to 701'-3" (18" Elements) 149.1 504.0 0.296 El. 659'-5.625" to 672'-0" (57" Elements) 779.1 2142.0 0.364 East Wall El. 680'-5" to 701'-3" (36" Elements) 601.2 1260.0 0.477 El. 659'-5.625" to 680'-5" (57" Elements),

1246.9 2142.0 0.582 i

West Wall El. 680'-5" to 701'-3" (36" Elements) 601.2 i

1260.0 0.477 El. 659'-5.625" to l

680'-5" (57" Elements) 1246.9 2142.0 0.532 l

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9.

CONCLUSIONS The results of the structural analysis of the fuel storage pool structure indicate that the maximum stresses and internal-moments in the pool floor and walls resulting from the loadings including those associated with the augmented spent fuel storage requirements are within the allowable limits for Seismic Category 1 structure.

It'is, therefore, concluded-that the design of the Lacrosse Boiling Water Reactor Spent Fuel Storage pool is adequate to withstand the normal and abnormal loading conditions.

4 h

9 l

4 9-1

10.

' REFERENCES 1.

Nuclear Energy Services, Inc. " Structural Analysis Design Report for the Lacrosse Boiling Water Reactor High Density Spent Fuel Storage Racks, NES Document 81A0546 (Rev. 2), revision dated 8/7/78.

2.

Nuclear Energy Services, Inc. " Spent Fuel Shipping Cask Drop Analysis for the LACBWR Nuclear Power Plant", NES Document 81A0550, (Rev. 2), September 20, 1978.

~

3.

Sargent and Lundy Engineers "LACBWR" Project Drawings.

4.

Nuclear Energy Services, Inc. Drawings for Lacrosse Boiling Water Reactor Spent Fuel Storage Racks.

5.

Nuclear Energy Services, Inc. Document NES 81A0544, Rev.

O,

" Quality Assurance Program Plan for the Lacrosse Boiling Water Reactor Spent Fuel Storage Rack Design Program",

March 1978.

6.

USNRC Standard Revieu Plan, Section 3.8.4.

7.

Nuclear Energy Services, Inc. " Evaluation of the Spent Fuel Pool Cooling System Lacrosse Boiling Water Reactor High Density Fuel Storage Rack Program" NES Document 81A0349 (Rev. 1), July 1978.

8.

Dairyland Power Cooperative, " Lacrosse Boiling Water Reactor Technical Specifications" DPRA-6 (Appendix A).

9.

"USNRC Proposed Position for Review and Acceptance of Spent Fuel Storage and Handling Applications ~'.

10.

ACI 318-71

" Building Code Requirements for Reinforced Concrete", American Concrete Institute.

11.

Uniform Building Code, Volume 1, 1970 Edition.

12.

George Winter, et.al.

" Design of Concrete Structures",

McGraw Hill Book Company, 1964.

1 13.

MRI/Stardyne 3 - Static and Dynamic Structural Analysis System for Scope 3.4 " Operating System User's Information Manual", Revision B, Control Data Corporation, April 1978.

i i

10-1 L

/

~

~'

?,

14.

" Lacrosse Boiling Water Reachor Spent Fuel Storage Pool Stardyne Structural Analysis Project-5101, Task 237",

NES Computer Output Binder'No. S 32, June 1978.

15.

Gulf United Services, Document SS-ll62." Seismic Evaluation of the Lacrosse Boiling Water Reactor"'.

16.

" Structural Analysis and Design of Nuclear Plant Facilities",

American Society of Civil Engineers, 1976.

17.

ST-57 " Circular Concrete Tanks Without Prestressing" Portland Cement Associates, Chicago, Illinois.

18.

BC-TOP-9A-Rev. 2 " Design of Structures for Missile Impact",

Bechtel Power Corporation, San Francisco, California September 1974.

19.

Roark, R.

J., " Formulae for Stress and Strain" McGraw-Hill Book Company, 1965.

10-2

\\

t APPENDIX A.

LOADING DATA B.

SPENT FUEL STORAGE POOL FLOOR AND WALL ALLOWABLE ULTIMATE MOMENT CAPACITY C.

EQUIVALENT THERMAL MOMENT CALCULATIONS D.

EFFECTS OF SEISMIC LOADINGS FROM ADJACENT BUILDING STRUCTURES

O BY 7// /7# P R O J. '5"'/

TASK I' # 7 DATE NUCLEAR ENEf!GY SERVICES INC.

CHKD.

I' M DATE1'/Y-7f PAGE /E /

OF d~~

NES DIVISION

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'D' BY DATE PROJ. 6/8' 237 2

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I NES 105 (2/74) l
~~O BY DATE PROJ.6/#/~~
2Y7 TASK NUCLEAR ENERGY SERVICES INC.
/
cHKD-DATE PAGE I' 2-OF C'i Y'#*7#.
NES DIVISION
/A FRs>R Eouiviolair i1;e=xin,n
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W osse 'i/?-?-1 nos.5/o/_ usn 237 -] NUCLEAR ENERGY SERVICES INC. CHKO. BY /* I DAI[ "'
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Il gy / * // DAT E 7'/"'/d'ROL W'>/ T A SK ' / ' ; I UCf. EAR ENERGY SERVICES INC. p, f 5,,9 g. " f/* DATE PAGE r ~ ~ Of f CHKD. NES DIVISIOfJ 's - 3 Lrit* EtJR R7et_ )~%>!. if y.:t y r t r RFF. l n* s,n 7;/>Ae 8 2 t/ 'N " M mv. D A 0 y7% dwp ma t6abn4G pie,memb (2o.<,dwIxA 2 e/aab~4/ ) b v* he..) n es;/5. m g a g4==. 9 ?' E' - o. iny 5 z?'.o - f'1"k' ^^ b c/ k s h er r.s,/ ca.cs 4 a / % vtf. S0xu.she.cs R yp --- ?2 0 = o.375 3,0k)I (LerA Cut,_s.z_,gp f_ ..$?a So,n of Luc -lww mhr Rm i, -f Rm p t-. / o o.'2-t:5 t o -i+7 o, <;-3 z. 2. j. o o /< = R ys + g yp g_, o o'I4 + o.373 =-o.9-]y L / o o. i<. $OblC[lf3/O/JS ft Ytl'Stf &*f ff
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0 ' NUCLEAR ENERGY SERVICES. INC. SPEC NO. 81,A 009 5 3 PAGE AppendM REVISION LOG HEV. PAGE DATE NO. NO. DESCRIPTION 1 9/26/73 CRA No. 534 .- ~ 9 I l l s*'h* er-l l 1 l 9 N E S 101 l}}

ML20062A599

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