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NES BlA0524, Rev. 0 | NES BlA0524, Rev. 0 NON-LINEAR TIME HISTORY SEISMIC ANALYSIS for the CRYSTAL RIVER UNIT 3 HIGH DENSITY SPENT FUEL STORAGE RACKS Prepared Under Project 5127 for FLORIDA POWER GORPORATION by | ||
NON-LINEAR TIME HISTORY SEISMIC ANALYSIS for the CRYSTAL RIVER UNIT 3 HIGH DENSITY SPENT FUEL STORAGE RACKS Prepared Under Project 5127 for FLORIDA POWER GORPORATION | |||
by | |||
* NUCLEAR ENERGY SERVICES, It:2. | * NUCLEAR ENERGY SERVICES, It:2. | ||
Danbury, Connecti' cut 06810 Prepared by: I. Husain | Danbury, Connecti' cut 06810 Prepared by: I. Husain | ||
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Obliga/dp7 A. | Obliga/dp7 A. | ||
Approved by L3# reccd% l' - | Approved by L3# reccd% l' - | ||
m .gt Project May ey f * .h. L | m .gt Project May ey f * .h. L En ' nee ing V.P. | ||
En ' nee ing V.P. | |||
% A. | % A. | ||
Q. A. Managbr Date: 9-13-78 | Q. A. Managbr Date: 9-13-78 | ||
'l90123021} | 'l90123021} | ||
i | i TABLE OF CONTENTS Page | ||
TABLE OF CONTENTS Page | |||
: 1. | : 1. | ||
| Line 57: | Line 45: | ||
: 10. REFERENCES . . . . . . . . . . . . . . . . . . . . . 10-1 APPENDIX ii | : 10. REFERENCES . . . . . . . . . . . . . . . . . . . . . 10-1 APPENDIX ii | ||
s LIST OF FIGURES Page 3.1 Spent Fuel Storage Rack Schematic . . . . . . . . 3-2 5.1 Horizontal Earthquake (SSE) Time History. . . . . 5-3 7.1 Non-Linear Time History Seismic' Analysis Lumped Mass Finite Element Non-Linear Model. . . . . . . . . . . . . . . . . . . . . . 7-4 8.1 Storage Rack Sliding Time History . . . . . . . . 8-4 8.2 Storage Rack Frictional Resistance Load Time History . . . . . . . . . . . . . . . . . . 8-5 LIST OF TABLES 8.1 Analysis Results Summary. . . . . . . . . . . . . 8-3 s | |||
4 iii | |||
s LIST OF FIGURES Page 3.1 Spent Fuel Storage Rack Schematic . . . . . . . . 3-2 5.1 Horizontal Earthquake (SSE) Time History. . . . . 5-3 7.1 Non-Linear Time History Seismic' Analysis Lumped Mass Finite Element Non-Linear Model. . . . . . . . . . . . . . . . . . . . . . 7-4 | |||
8.1 Storage Rack Sliding Time History . . . . . . . . 8-4 8.2 Storage Rack Frictional Resistance Load Time History . . . . . . . . . . . . . . . . . . 8-5 LIST OF TABLES 8.1 Analysis Results Summary. . . . . . . . . . . . . 8-3 | |||
iii | |||
4 | 4 | ||
: 1. | : 1. | ||
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It has been concluded, therefore'that the gaps provided between storage racks (1 iach minimum) and between~ storage racks and pool structure (7/8 inch minimum) are sufficiently ample to preclude any rack-to-rack or rack-to-pool structure col-lisions under the SSE event for the range of coefficients of. | It has been concluded, therefore'that the gaps provided between storage racks (1 iach minimum) and between~ storage racks and pool structure (7/8 inch minimum) are sufficiently ample to preclude any rack-to-rack or rack-to-pool structure col-lisions under the SSE event for the range of coefficients of. | ||
friction associated with stainless steel. | friction associated with stainless steel. | ||
1-1 | 1-1 | ||
: 2. INTRODUCTION Nuclear Energy Services, Inc. (NES) has designed high density spent fuel storage racks as shown in the drawings listed in Reference 1, to be installed in the Crystal River Unit 3 fuel pools. The racks are designed to provide storage locations for up to 1158 fuel assemblies; 549 assemblies in Pool A and 609 assemblies in Pool B and are designed to maintain the stored fuel, having an equivalent uranium enrichment of 3.3 weight percent U-235 in UO2, in a safe, coolable, and subcritical configuration during normal and abnormal conditions. | : 2. INTRODUCTION Nuclear Energy Services, Inc. (NES) has designed high density spent fuel storage racks as shown in the drawings listed in Reference 1, to be installed in the Crystal River Unit 3 fuel pools. The racks are designed to provide storage locations for up to 1158 fuel assemblies; 549 assemblies in Pool A and 609 assemblies in Pool B and are designed to maintain the stored fuel, having an equivalent uranium enrichment of 3.3 weight percent U-235 in UO2, in a safe, coolable, and subcritical configuration during normal and abnormal conditions. | ||
The structural analysis of these racks, presented in detail in the Reference 2 NES report, assumed that the horizontal seismic loads were to be transmitted from the rack structure uo the spent fuel pool walls. This was to be accomplished through the use of lateral seismic bracing placed'between the pool walls and the peripheral racks at the rack base elevation. | The structural analysis of these racks, presented in detail in the Reference 2 NES report, assumed that the horizontal seismic loads were to be transmitted from the rack structure uo the spent fuel pool walls. This was to be accomplished through the use of lateral seismic bracing placed'between the pool walls and the peripheral racks at the rack base elevation. | ||
Subsequent examination of the spent. fuel pool walls at the base elevacion indicated that large gaps existed between the cool stainless steel liner plate and the concrete walls at namerous locations. The presence of these large gaps is not consistent with the above (Reference 2) structural analyses assumptions since the gaps greatly exceed those required to accommodate thermal expansion. These additional clearances would effectively increase the magnitude of the impact loads on the racks and pool walls and would probably result in th.e | Subsequent examination of the spent. fuel pool walls at the base elevacion indicated that large gaps existed between the cool stainless steel liner plate and the concrete walls at namerous locations. The presence of these large gaps is not consistent with the above (Reference 2) structural analyses assumptions since the gaps greatly exceed those required to accommodate thermal expansion. These additional clearances would effectively increase the magnitude of the impact loads on the racks and pool walls and would probably result in th.e rup'. .re of the liner plate during seismic events. | ||
Consideration was given to climinating- the gaps by the use of grout. However, the pool liner leak channels are open to the concrete wall and the addition'of grout could easily block these channels. It was evident that extensive modifications would be required to correct the problem. | Consideration was given to climinating- the gaps by the use of grout. However, the pool liner leak channels are open to the concrete wall and the addition'of grout could easily block these channels. It was evident that extensive modifications would be required to correct the problem. | ||
Based on these conclusions and the modest seismic response spectra for the Crystal River site, it was decided to make the storage rack design " free standing" (these racks are free to' slide horizontally on the pool floor) . The free standing concept would preclude the need for any pool structure / liner modification if it could be shown that 1) the racks will not collide with each other and with the pool structure, and | Based on these conclusions and the modest seismic response spectra for the Crystal River site, it was decided to make the storage rack design " free standing" (these racks are free to' slide horizontally on the pool floor) . The free standing concept would preclude the need for any pool structure / liner modification if it could be shown that 1) the racks will not collide with each other and with the pool structure, and | ||
: 2) the pool floor liner can accommodate the maximum frictional forces transmitted to the liner by the fuel racks. | : 2) the pool floor liner can accommodate the maximum frictional forces transmitted to the liner by the fuel racks. | ||
2-1 | 2-1 | ||
This report presents the results of the non-linear time history seismic analyses which were performed by :4ES to determine the maximum sliding displacement of the storage racks during a seismic event and to determine the maximum frictional load transmitted to the pool floor liner plate. | This report presents the results of the non-linear time history seismic analyses which were performed by :4ES to determine the maximum sliding displacement of the storage racks during a seismic event and to determine the maximum frictional load transmitted to the pool floor liner plate. | ||
I g | I g | ||
2-2 | 2-2 | ||
: 3. DESCRIPTION OF THE FREE STANDING STORAGE RACKS Each storage rack consists of an assembly of fuel storage cells spaced 10.5 inches on center and welded to a base grid structure. | : 3. DESCRIPTION OF THE FREE STANDING STORAGE RACKS Each storage rack consists of an assembly of fuel storage cells spaced 10.5 inches on center and welded to a base grid structure. | ||
Each storage cell is a double wall Type 304 stainless steel box with an inside square dimension of 8.9375 inches which allows sufficient clearance (0.2005 inch each side of the fuel assembly) to avoid interferences during fuel storage and removal operations. The double wall construction provides four (4) compartments in which poison elements can be placed. | Each storage cell is a double wall Type 304 stainless steel box with an inside square dimension of 8.9375 inches which allows sufficient clearance (0.2005 inch each side of the fuel assembly) to avoid interferences during fuel storage and removal operations. The double wall construction provides four (4) compartments in which poison elements can be placed. | ||
| Line 110: | Line 76: | ||
The storage racks which are fre a to slide are positioned on the pool floor so that adequate clearances are provided between racks and between the ra:ks and pool structure to avoid impacting during seismic events. The horizontal seismic loads transmitted from the rack structure to the pool floor are only those associated with friction between the rack structure and the pool liner. | The storage racks which are fre a to slide are positioned on the pool floor so that adequate clearances are provided between racks and between the ra:ks and pool structure to avoid impacting during seismic events. The horizontal seismic loads transmitted from the rack structure to the pool floor are only those associated with friction between the rack structure and the pool liner. | ||
The vertical dead-weight and seismic loads are transmitted directly to the pool floor by the support feet. | The vertical dead-weight and seismic loads are transmitted directly to the pool floor by the support feet. | ||
3-1 | 3-1 | ||
\/ -Cantilevered Storage Cell | \/ -Cantilevered Storage Cell | ||
, [ (Typical) | , [ (Typical) | ||
N N | |||
NN . | |||
Rack Ease Grid Structure s | |||
N | N | ||
.;[ ' Rock Support Feet (Typ) f FIGURE 3.1 SPENT FUEL STORAGE FACKS SCHE %\ TIC (6x6) | |||
.;[ ' Rock Support Feet (Typ) f | |||
FIGURE 3.1 SPENT FUEL STORAGE FACKS SCHE %\ TIC (6x6) | |||
CRYSTAL RIVER UNIT #3 3-2 | CRYSTAL RIVER UNIT #3 3-2 | ||
: 4. APPLICABLE CODES, STANDARDS AND SPECIFICATIONS The following design codes, regulatory guides and specifications have been used in the seismic analysis of spent fuel storage racks. | : 4. APPLICABLE CODES, STANDARDS AND SPECIFICATIONS The following design codes, regulatory guides and specifications have been used in the seismic analysis of spent fuel storage racks. | ||
: 1. USNRC Regulatory Guide 1.61, " Damping Values for Seismic Design of Nuclear Power Plants", October 1973. | : 1. USNRC Regulatory Guide 1.61, " Damping Values for Seismic Design of Nuclear Power Plants", October 1973. | ||
| Line 138: | Line 91: | ||
: 3. Specification for High Density Spent Fuel Storage Racks, Crystal River - Unit No. 3, Gilbert Associates, Inc., Specification No. SP-6486, February 25, 1977. | : 3. Specification for High Density Spent Fuel Storage Racks, Crystal River - Unit No. 3, Gilbert Associates, Inc., Specification No. SP-6486, February 25, 1977. | ||
: 4. "USNRC Proposed Position for Review and Acceptance of Spent Fuel Storage and Handling Application." | : 4. "USNRC Proposed Position for Review and Acceptance of Spent Fuel Storage and Handling Application." | ||
e 4-1 | |||
e | |||
4-1 | |||
: 5. ANALYSES CASES Initial parametric studies were performed to 1) establish the characteristics of the time history data which control the stor-age rack sliding, 2) determine the integration time interval re-quired to obtain a proper numerical solution, and 3) determine the adequacy of various finite element lumped mass models (e.g. two mass model, three mass model, five mass model, ten mass model with gap elemeats). | : 5. ANALYSES CASES Initial parametric studies were performed to 1) establish the characteristics of the time history data which control the stor-age rack sliding, 2) determine the integration time interval re-quired to obtain a proper numerical solution, and 3) determine the adequacy of various finite element lumped mass models (e.g. two mass model, three mass model, five mass model, ten mass model with gap elemeats). | ||
These studies indicated that the sliding response of the storage rack is essentially determined by the time history regions which exhibit large base motion acceleration values, large rates of change in acceleration and significant areas under the accelera-tion time curve. Furthermore, the parametric studies showed that the maximum sliding distance is reached between 0.43 seconds and 0.50 seconds for the Crystal River Unit 3 SSE time history base motion, and that the maximum sliding results are not affected by the time history motion beyond 1.2 seconds. Consequently, it was possible to limit the time history analyses for the selected final cases to the time history region from 0 to 1.2 seconds. | These studies indicated that the sliding response of the storage rack is essentially determined by the time history regions which exhibit large base motion acceleration values, large rates of change in acceleration and significant areas under the accelera-tion time curve. Furthermore, the parametric studies showed that the maximum sliding distance is reached between 0.43 seconds and 0.50 seconds for the Crystal River Unit 3 SSE time history base motion, and that the maximum sliding results are not affected by the time history motion beyond 1.2 seconds. Consequently, it was possible to limit the time history analyses for the selected final cases to the time history region from 0 to 1.2 seconds. | ||
| Line 155: | Line 100: | ||
The final detail analyses consisted of the follouing specific caces: | The final detail analyses consisted of the follouing specific caces: | ||
~1 5-1 | ~1 5-1 | ||
Case 1 Mass Nonlinear Model with Coefficient of Friction of 0.25 The nonlinear coupled model of the spent fuel assembly / storage rack with a coefficient of friction of 0.25 is subjected to the speci-fied base motion time history (Reference 5 ) shown in Figure 5.1 for the Safe Shutdown Earthquake from 0.0 seconds to 1.2 seconds. | Case 1 Mass Nonlinear Model with Coefficient of Friction of 0.25 The nonlinear coupled model of the spent fuel assembly / storage rack with a coefficient of friction of 0.25 is subjected to the speci-fied base motion time history (Reference 5 ) shown in Figure 5.1 for the Safe Shutdown Earthquake from 0.0 seconds to 1.2 seconds. | ||
Case 2 Mass Nonlinear Model with Coefficient of Friction of 0.20 Same as Case 1 except that the coefficient of friction for the friction link element was taken as 0.20 to determine the change in sliding distance that occurs for a reduction in the coefficient of friction. | Case 2 Mass Nonlinear Model with Coefficient of Friction of 0.20 Same as Case 1 except that the coefficient of friction for the friction link element was taken as 0.20 to determine the change in sliding distance that occurs for a reduction in the coefficient of friction. | ||
Case 3 Mass Nonlinear Model with Coefficient of Friction of 0.80 In order to determine the maximum frictional load developed between the storage rack and the pool floor liner plate, the r.onlinear coupled model of the spent fuel assembly / storage ~ rack with coefficient of friction of 0.80 is subjected to the specified base motion time history shown in Figure 5.1 for the Safe Shutdown Earthquake from 0.0 seconds to 1.2 seconds. | Case 3 Mass Nonlinear Model with Coefficient of Friction of 0.80 In order to determine the maximum frictional load developed between the storage rack and the pool floor liner plate, the r.onlinear coupled model of the spent fuel assembly / storage ~ rack with coefficient of friction of 0.80 is subjected to the specified base motion time history shown in Figure 5.1 for the Safe Shutdown Earthquake from 0.0 seconds to 1.2 seconds. | ||
5-2 | 5-2 | ||
I | I c | ||
O' TIME HISTORY HORIZONTAL EARTHQUAKF_ (SSE) | |||
TIME HISTORY HORIZONTAL EARTHQUAKF_ (SSE) | |||
O I | O I | ||
O o- 4 I . | O o- 4 I . | ||
I ,i , | I ,i , | ||
lll | lll | ||
} j,l' f-a 'l t[ | } j,l' f-a 'l t[ | ||
f $ i.,. , | f $ i.,. , | ||
U j - | U j - | ||
hl t , | hl t , | ||
j ' | j ' | ||
' jl I | ' jl I | ||
8 ; | 8 ; | ||
i | i | ||
| Line 199: | Line 125: | ||
& ! t . | & ! t . | ||
[ | [ | ||
j }) <llo | j }) <llo | ||
-Q. | -Q. | ||
g4 . a- pq' l, e,t 4; tr | g4 . a- pq' l, e,t 4; tr | ||
, p_ | , p_ | ||
r _ - | r _ - | ||
r . , | r . , | ||
s i | s i y c a ' | ||
y c a ' | |||
: .ll; 4 e' , | : .ll; 4 e' , | ||
jlg | jlg | ||
'i | 'i | ||
;jf v: | ;jf v: | ||
ya .i | ya .i | ||
@%( ' . | @%( ' . | ||
t{ tl l II. | t{ tl l II. | ||
ll av | ll av | ||
, i | , i | ||
., .. ;i | ., .. ;i I .4 lhp!, | ||
l J f h lt v | |||
I .4 lhp!, | |||
l J f | |||
h lt v | |||
'' i E l | '' i E l | ||
?- | ?- | ||
i | i | ||
= | = | ||
h . | h . | ||
T - | T - | ||
m T 00 5'.00 6'.67 e'. 33 l'O. 00 l's . 6 7 l'3. J 3 l's . 00 l's. 67 l'8. 3;s 2'0.00 l'.67 3'.33 TlHE IN SECONDS _ | m T 00 5'.00 6'.67 e'. 33 l'O. 00 l's . 6 7 l'3. J 3 l's . 00 l's. 67 l'8. 3;s 2'0.00 l'.67 3'.33 TlHE IN SECONDS _ | ||
FIGURE 5.1 HORIZONTAL EART!!OUAKE (SSE) TIME IIISTORY | |||
FIGURE 5.1 | |||
HORIZONTAL EART!!OUAKE (SSE) TIME IIISTORY | |||
: 6. ACCEPTANCE CRITERION The following allowable fuel storage rack sliding distance consti-tutes the acceptance criterion used for each of the nonlinear time history seismic analyses cases presented in Section 5. | : 6. ACCEPTANCE CRITERION The following allowable fuel storage rack sliding distance consti-tutes the acceptance criterion used for each of the nonlinear time history seismic analyses cases presented in Section 5. | ||
Cases Allowable Storage Rack Sliding Distance | Cases Allowable Storage Rack Sliding Distance | ||
* 1 and 2 0.50 inches The allowable storage rack sliding distance is based on the clear-ances which shall be provided in the spent fuel storage pool and the conservative assumption that adjacent storage racks may slide towards each other during a seismic event. A maximum storage rack sliding distance of less than 0.5 inch will eliminate the possi-bility of storage racks impacting each other and impacting pool structure. | * 1 and 2 0.50 inches The allowable storage rack sliding distance is based on the clear-ances which shall be provided in the spent fuel storage pool and the conservative assumption that adjacent storage racks may slide towards each other during a seismic event. A maximum storage rack sliding distance of less than 0.5 inch will eliminate the possi-bility of storage racks impacting each other and impacting pool structure. | ||
*The sliding distance is the maximum displacement of'the rack relative to its initial position on the floor. | *The sliding distance is the maximum displacement of'the rack relative to its initial position on the floor. | ||
6-1 | 6-1 | ||
: 7. METHOD OF MIALYSIS 7.1 Mathematical Model In order to perform the non-linear time history seismic analysis of the spent fuel assembly / storage cell structure, a6x6 storage rack and the stored fuel assemblies have been represented by a two dimensional lumped mass finite element model. The model consists basically of two coincident finite element cantilever beams, one representing the 36 storage cells and the other representing the 36 stored fuel assemblies attached to a " floor" mass by means of a non-linear sliding element. | : 7. METHOD OF MIALYSIS 7.1 Mathematical Model In order to perform the non-linear time history seismic analysis of the spent fuel assembly / storage cell structure, a6x6 storage rack and the stored fuel assemblies have been represented by a two dimensional lumped mass finite element model. The model consists basically of two coincident finite element cantilever beams, one representing the 36 storage cells and the other representing the 36 stored fuel assemblies attached to a " floor" mass by means of a non-linear sliding element. | ||
The fuel element cantilever beam consists of masses lumped at the model nodal points interconnected by discrete beam elements. | The fuel element cantilever beam consists of masses lumped at the model nodal points interconnected by discrete beam elements. | ||
| Line 262: | Line 162: | ||
In order to account for fuel assembly impact, adjacent masses of the fuel assembly beam andethe storage 'ack r beam are laterally coupled by means of non-linear spring gap elements. The non-linear spring / gap elements permit the adjacent masses to impact each other whenever the gap closes during a seismic event. The stiff-ness of the non-linear spring in taken as the stiffness value for each spacer grid. An initial gap of 0.2005 inch, reflecting the lateral gap between thc fuel assembly and the storage cell wall is provided. The non-linear spring / gap elements are effective for fuel assembly impact on either side of the storage cell. | In order to account for fuel assembly impact, adjacent masses of the fuel assembly beam andethe storage 'ack r beam are laterally coupled by means of non-linear spring gap elements. The non-linear spring / gap elements permit the adjacent masses to impact each other whenever the gap closes during a seismic event. The stiff-ness of the non-linear spring in taken as the stiffness value for each spacer grid. An initial gap of 0.2005 inch, reflecting the lateral gap between thc fuel assembly and the storage cell wall is provided. The non-linear spring / gap elements are effective for fuel assembly impact on either side of the storage cell. | ||
The two cantilever beams representing the storage cells and fuel assemblies are attached to the pool floor mass by means of the non-linear sliding element to best represent the rack standing freely on the pool floor. The sliding of the rack is initiated when the lateral force in the sliding element exceeds the fric-tional resistance force which is equal to the coef ficient of f riction times the s er -ical weight of the rack. The effective vertical weight is tacen as the vertical bouyant weight of the 7-1 | The two cantilever beams representing the storage cells and fuel assemblies are attached to the pool floor mass by means of the non-linear sliding element to best represent the rack standing freely on the pool floor. The sliding of the rack is initiated when the lateral force in the sliding element exceeds the fric-tional resistance force which is equal to the coef ficient of f riction times the s er -ical weight of the rack. The effective vertical weight is tacen as the vertical bouyant weight of the 7-1 | ||
storage rack less the uplift loads due to the vertical component of the Safe Shutdown Earthquake. | storage rack less the uplift loads due to the vertical component of the Safe Shutdown Earthquake. | ||
7.2 Mathematical Formulation of the Non-Linear Time History Seismic Analysis Considering only translational degrees of freedom and assuming viscous (velocity proportional) form of damping, the equation of motion in matrix form can be expressed as follows: | 7.2 Mathematical Formulation of the Non-Linear Time History Seismic Analysis Considering only translational degrees of freedom and assuming viscous (velocity proportional) form of damping, the equation of motion in matrix form can be expressed as follows: | ||
M(Ut+Ngt) + cut + KUt= 0 (1) where: | M(Ut+Ngt) + cut + KUt= 0 (1) where: | ||
Ut = Relative acceleration time history vector Ugt = Ground acceleration time history vector M = Mass matrix C = Damping matrix K = Stiffness matrix ht = Velocity time history vector Ut = Relative displacement time history vector Rearranging equation (1) | Ut = Relative acceleration time history vector Ugt = Ground acceleration time history vector M = Mass matrix C = Damping matrix K = Stiffness matrix ht = Velocity time history vector Ut = Relative displacement time history vector Rearranging equation (1) | ||
| Line 277: | Line 174: | ||
For third order integration used in the uso. lysis, f is a cubic function and the acceleration is a linear function across the time interval. Making these substitutions into Equation (2) gives: | For third order integration used in the uso. lysis, f is a cubic function and the acceleration is a linear function across the time interval. Making these substitutions into Equation (2) gives: | ||
7-2 | 7-2 | ||
C 1 M+C 2 C+K Ut=Ft | C 1 M+C 2 C+K Ut=Ft | ||
+ f(C, M, U t -1, U t -2, ...) (6) | + f(C, M, U t -1, U t -2, ...) (6) | ||
| Line 287: | Line 181: | ||
damping (C) and stiffness (K) are recalculated at each time point, they can vary with time or can be functions of the displacement. | damping (C) and stiffness (K) are recalculated at each time point, they can vary with time or can be functions of the displacement. | ||
The non-linear time history seismic analysis calculations are performed by means of step-by-step integration technique using the ANSYS computer program (Reference 7) . | The non-linear time history seismic analysis calculations are performed by means of step-by-step integration technique using the ANSYS computer program (Reference 7) . | ||
S 8 | |||
S | 7-3 | ||
Non-Linear Springs With Gaps (Typ . ) | Non-Linear Springs With Gaps (Typ . ) | ||
10 0 ll W6 Y 9Q ll W )5 A | 10 0 ll W6 Y 9Q ll W )5 A | ||
g ruel Storage Cell Struc.ture 1, 2 X 8M ll W 44 Global Coordinate System | g ruel Storage Cell Struc.ture 1, 2 X 8M ll W 44 Global Coordinate System Lumped Masses (Typ.) | ||
Lumped Masses (Typ.) | |||
7@ [l W J3 2el Assembly > | 7@ [l W J3 2el Assembly > | ||
~ ~ - - 1 Non-Linear Sliding Element | ~ ~ - - 1 Non-Linear Sliding Element | ||
/ / / 3 / //+ Pool F_loor 2 | / / / 3 / //+ Pool F_loor 2 | ||
e FIGURE 7.1 NON-LINEAR TIME IIISTORY SEISMIC ANALYSIS LUtiPED MASS FINITE ELEMENT NON-LINEAR MOD 3L 7-4 | |||
FIGURE 7.1 NON-LINEAR TIME IIISTORY SEISMIC ANALYSIS LUtiPED MASS FINITE ELEMENT NON-LINEAR MOD 3L | |||
7-4 | |||
: 8. RESULTS OF THE ANALYSIS The results of the non-linear time history seismic analysis of the Crystal River Unit 3 freestanding high density fuel storage rack performed with the ANSYS computer code are contained in Reference 8. Appendices A through C contain the stiffness, mass properties and rack support feet reaction load calculations. | : 8. RESULTS OF THE ANALYSIS The results of the non-linear time history seismic analysis of the Crystal River Unit 3 freestanding high density fuel storage rack performed with the ANSYS computer code are contained in Reference 8. Appendices A through C contain the stiffness, mass properties and rack support feet reaction load calculations. | ||
The results of the analysis are summarized in Table 8.1. | The results of the analysis are summarized in Table 8.1. | ||
| Line 320: | Line 199: | ||
The results of Analysis Case 2 also plotted in Figure 8.1, indicate no gross over-sensitivity to variations in the friction coefficientc. The reductice in the friction coefficient from 0.25 in Case 1 to 0.20 in Case 2 results in a maximum sliding displacement of 0.33 inches for Case 2 as compared with 0.26 inches for Case 1. This displacement is still considerably less than the allowable displacement value of 0.5 inches. The maximum storage cell displacement of 0.48 inches for Analysis Case 2 is also lower than the allowable displacement value of 0.656 inches. | The results of Analysis Case 2 also plotted in Figure 8.1, indicate no gross over-sensitivity to variations in the friction coefficientc. The reductice in the friction coefficient from 0.25 in Case 1 to 0.20 in Case 2 results in a maximum sliding displacement of 0.33 inches for Case 2 as compared with 0.26 inches for Case 1. This displacement is still considerably less than the allowable displacement value of 0.5 inches. The maximum storage cell displacement of 0.48 inches for Analysis Case 2 is also lower than the allowable displacement value of 0.656 inches. | ||
8-1 | 8-1 | ||
8.2 Fuel Storage Rack Maximum Frictional Resistance Load For the higher coefficient of friction of 0.8 Analy' 3 Case 3, the time history response of the frictional resist c,a load between the storage rack and the pool liner plate is shown in Figure 8.2. From Figure 8.2 it can be seen that the maximum frictional resistance load between the storage rack and the pool floor liner plate is 41757 pounds and that this load occurs at about 0.5 seconds as was expected since the rate of change of the acceleration and the peak acceleration are largest in the vicinity of 0.5 seconds. For this case, no sliding occurred verifying that a high enough coefficient of friction was selected to establish the floor loading. | 8.2 Fuel Storage Rack Maximum Frictional Resistance Load For the higher coefficient of friction of 0.8 Analy' 3 Case 3, the time history response of the frictional resist c,a load between the storage rack and the pool liner plate is shown in Figure 8.2. From Figure 8.2 it can be seen that the maximum frictional resistance load between the storage rack and the pool floor liner plate is 41757 pounds and that this load occurs at about 0.5 seconds as was expected since the rate of change of the acceleration and the peak acceleration are largest in the vicinity of 0.5 seconds. For this case, no sliding occurred verifying that a high enough coefficient of friction was selected to establish the floor loading. | ||
In considering the effects of the horizontal orthogonal compo-nents of the earthquake, it is considered un3ikely that the two peaks will occur simultaneously. Therefore, tt s average reaction force over c 0.05 second interval in the vicinity of the peak has been accumed as the seismic force in each orthogonal direction. | In considering the effects of the horizontal orthogonal compo-nents of the earthquake, it is considered un3ikely that the two peaks will occur simultaneously. Therefore, tt s average reaction force over c 0.05 second interval in the vicinity of the peak has been accumed as the seismic force in each orthogonal direction. | ||
The resultant effective frictionalreaction force affecting the liner plate and rack support feet due to the orthogonal earth-quake components is calculated to be 48,600 lbs. The maximum reactionload for the individual rack feet is, therefore, 8100 lbs (Refer to Appendix C). | The resultant effective frictionalreaction force affecting the liner plate and rack support feet due to the orthogonal earth-quake components is calculated to be 48,600 lbs. The maximum reactionload for the individual rack feet is, therefore, 8100 lbs (Refer to Appendix C). | ||
| Line 335: | Line 212: | ||
==SUMMARY== | ==SUMMARY== | ||
ANALYSIS CASE 1 ANALYSIS CASE 2 ANALYSIS CASE 3 ALLOWABLE COEFFICIENT OF FRICTION 0.2a 0.20 0.80 VALUE Max. Sliding Displacement of Rack Base, in (l) 0.26 0.33 0.00 0.50 Max. StorageCggpDis-placement, in t 0.39 0.48 0,36 0.656(3) | ANALYSIS CASE 1 ANALYSIS CASE 2 ANALYSIS CASE 3 ALLOWABLE COEFFICIENT OF FRICTION 0.2a 0.20 0.80 VALUE Max. Sliding Displacement of Rack Base, in (l) 0.26 0.33 0.00 0.50 Max. StorageCggpDis-placement, in t 0.39 0.48 0,36 0.656(3) | ||
Max. Floor Farizontal Frictional Force, Single Earthquake Horizontal Component, Lbs. 17,517 14,013 41,757 Max. Floor Horizontal Frictional Force, SRSS Combination of Orthogonal E.Q. Compo-nonts, Lbs. ' | Max. Floor Farizontal Frictional Force, Single Earthquake Horizontal Component, Lbs. 17,517 14,013 41,757 Max. Floor Horizontal Frictional Force, SRSS Combination of Orthogonal E.Q. Compo-nonts, Lbs. ' | ||
| Line 346: | Line 222: | ||
: 5) SRSS combination load assumed carried by six support legs. | : 5) SRSS combination load assumed carried by six support legs. | ||
m I | m I | ||
8 4 | 8 4 | ||
i 1 i. ..., | i 1 i. ..., | ||
* r'l'.. . h *I l ''' '* 41 ' | * r'l'.. . h *I l ''' '* 41 ' | ||
n''' '' | n''' '' | ||
. .:..I.*. i..t.l' ,. . 8' ' ,.' .. | . .:..I.*. i..t.l' ,. . 8' ' ,.' .. | ||
!' 'I' p | |||
p. | |||
!' 'I' | |||
. . l' . .... | . . l' . .... | ||
.i., | .i., | ||
.i | .i | ||
| Line 367: | Line 237: | ||
. .i .t .i i . i .' | . .i .t .i i . i .' | ||
.. ,ot | .. ,ot | ||
''l'l'. | ''l'l'. | ||
.i.i. | .i.i. | ||
.,i. | .,i. | ||
....i , i.I | ....i , i.I | ||
.-i.'.ii {''.l. . | .-i.'.ii {''.l. . | ||
M. . it,r | M. . it,r | ||
% p!., rrtr+'- t,M t nr''yh. n'.. ''P''' ' t''" | % p!., rrtr+'- t,M t nr''yh. n'.. ''P''' ' t''" | ||
, 'o. i t'.',,r 'n.' . 'io". m'.. ''r t;. | , 'o. i t'.',,r 'n.' . 'io". m'.. ''r t;. | ||
| Line 385: | Line 248: | ||
;i g .i t .i, t.... | ;i g .i t .i, t.... | ||
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,( i . . | ,( i . . | ||
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.i, t.*l .i | .i, t.*l .i | ||
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..i | ..i | ||
.t s! | .t s! | ||
.. ii . | .. ii . | ||
i .:.= | i .:.= | ||
1, .... | 1, .... | ||
.i 3 | |||
ll 1:. : M: !:;! ! : .:R i :n:'': C; O, l.'i. !!i, ';t; I;M i, .i !. j :. , l i. in .. ' . . .:. U. | |||
.i | |||
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. .. I,. F. :lio | . .. I,. F. :lio | ||
.t. . | .t. . | ||
1i, | 1i, | ||
,i . si I,., .- n i .q . .. | ,i . si I,., .- n i .q . .. | ||
w._ .. . n, , , | w._ .. . n, , , | ||
. . o, .i L .i .. r, . | . . o, .i L .i .. r, . | ||
. .. ,, .i a. | . .. ,, .i a. | ||
.I. . | .I. . | ||
w i | w i | ||
| Line 446: | Line 278: | ||
. , . >. u. k. | . , . >. u. k. | ||
. . ..k i . l ,, | . . ..k i . l ,, | ||
t ... | t ... | ||
ho + i ,,. ..o.a..t .n. 11 .L, i t .i | ho + i ,,. ..o.a..t .n. 11 .L, i t .i | ||
. rt w | . rt w | ||
+t. , , i, n.o. . .... . | +t. , , i, n.o. . .... . | ||
.-- s or | |||
.-- s | |||
or | |||
.I o. | .I o. | ||
. .i p, a l.i | . .i p, a l.i | ||
.i Q .i .l p. ,. . ,. 4, ..t .t.i ''l' +..i n.... h | |||
.i | |||
Q .i .l p. ,. . ,. 4, ..t .t.i ''l' +..i n.... h | |||
,i; .i. i .i l . i , i i . | ,i; .i. i .i l . i , i i . | ||
.g I''- .i . '. ' | .g I''- .i . '. ' | ||
~ | ~ | ||
| Line 472: | Line 293: | ||
l t 'p'!,;;j! jt'u.!!;6 n ij: #p l ' {, ; l !, !. | l t 'p'!,;;j! jt'u.!!;6 n ij: #p l ' {, ; l !, !. | ||
n. | n. | ||
,i bl! | ,i bl! | ||
1 . | 1 . | ||
t! | t! | ||
12li.!l '!p li n' i | 12li.!l '!p li n' i | ||
| Line 481: | Line 300: | ||
'i 1:it uli: .1 .g l[i , ! !. I'li'i r, u - =t i,4 i. | 'i 1:it uli: .1 .g l[i , ! !. I'li'i r, u - =t i,4 i. | ||
i . 'l .i | i . 'l .i | ||
!!!i | !!!i | ||
,A fp M ti | ,A fp M ti | ||
+ i l 3E . ids u | + i l 3E . ids u | ||
: 1. . | : 1. . | ||
".t 12 H '' | ".t 12 H '' | ||
u . i .!1t,i,Jind!f M | u . i .!1t,i,Jind!f M | ||
n tp | n tp | ||
,nt p!! I:p 1;d;t pa;j;l qiHW ilj I qo P i l; | ,nt p!! I:p 1;d;t pa;j;l qiHW ilj I qo P i l; | ||
fil!},h';!n. | fil!},h';!n. | ||
HI un ru! au jlp! a l: } L'jn.. n . | HI un ru! au jlp! a l: } L'jn.. n . | ||
!*: tSt M. | !*: tSt M. | ||
* l.,,pi, i" ! . | |||
l.,,pi, i" ! . | |||
: 1. r- !*u ili ll: irl: | : 1. r- !*u ili ll: irl: | ||
i.t. its, b, I tMi l '! t. | i.t. its, b, I tMi l '! t. | ||
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i | i h.% l ;. tt u. I. | ||
h.% l ;. tt u. I. | |||
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.it | .it | ||
, .lm, ...;, _. _. I | , .lm, ...;, _. _. I | ||
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i .u. . ,a. | i .u. . ,a. | ||
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. i t o! ,. | . i t o! ,. | ||
| Line 523: | Line 331: | ||
t h]Ihl it l. | t h]Ihl it l. | ||
!T 6 lll:1.['1 3 @ml:qi . ,i lti!!j! s | !T 6 lll:1.['1 3 @ml:qi . ,i lti!!j! s | ||
. : h, | . : h, | ||
;; l'I 'I i it !lj'i;l!. | ;; l'I 'I i it !lj'i;l!. | ||
r | r | ||
=' .jpi ." | =' .jpi ." | ||
| Line 534: | Line 340: | ||
: i. 'l.. 'JI It Lt .L+I' i .. | : i. 'l.. 'JI It Lt .L+I' i .. | ||
. .h - .. l i l. +- ... | . .h - .. l i l. +- ... | ||
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it+ | it+ | ||
i n. ; . | i n. ; . | ||
t_. .t tt"t - | t_. .t tt"t - | ||
' r', - | ' r', - | ||
| Line 554: | Line 351: | ||
t . | t . | ||
.n .a. | .n .a. | ||
: l. ,1 s? p. | : l. ,1 s? p. | ||
p.i , ;i.&.. | p.i , ;i.&.. | ||
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t . l6 | t . l6 | ||
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. m m . , | . m m . , | ||
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j rll.' | |||
.i ..'. [.i io .o rllI! | .i ..'. [.i io .o rllI! | ||
[ | [ | ||
| Line 579: | Line 365: | ||
. ... n. . . | . ... n. . . | ||
t't . m, Lt t 4, -{.n[j i. .! l . .[ t ... | t't . m, Lt t 4, -{.n[j i. .! l . .[ t ... | ||
s. | s. | ||
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r rm. t - | r rm. t - | ||
+r . t 1,. | +r . t 1,. | ||
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t e,,li ' | t e,,li ' | ||
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: i. l . . i 1 1 , ,ti. | : i. l . . i 1 1 , ,ti. | ||
i.Ji t li l | i.Ji t li l | ||
,l . .. i. | ,l . .. i. | ||
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i. | |||
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5 | |||
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",p,4 l j : rel] .r t .n | ",p,4 l j : rel] .r t .n | ||
.rpr v .r t. .h.o,. n. .n.:~ g | .rpr v .r t. .h.o,. n. .n.:~ g g :;' ;ilt t' .* ,, | ||
g :;' ;ilt t' .* ,, | |||
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_.n. | _.n. | ||
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- J , , 4 . | - J , , 4 . | ||
; l' l ! ! !.i l, LIs''i I!* ! l'II il il ,,f .g 'l | |||
; l' l ! ! !.i l, LIs''i I!* ! l'II | |||
il il ,,f .g 'l | |||
!!.! .... ti ,i;.!' : il: | !!.! .... ti ,i;.!' : il: | ||
l ' g. ' I ', o O f | l ' g. ' I ', o O f | ||
hl g*l' I \.. | hl g*l' I \.. | ||
ii | ii | ||
' 'g ;o6i. 6: !i li. l {''!. ii | ' 'g ;o6i. 6: !i li. l {''!. ii L '; II'' 1' i!li | ||
L '; II'' 1' i!li | |||
{'.! ''*o 6 | {'.! ''*o 6 | ||
I t. U. l' ;; lg u ,+ . o- ,' - | I t. U. l' ;; lg u ,+ . o- ,' - | ||
| Line 649: | Line 405: | ||
m | m | ||
, . 'o .: %. .. :.: 1! p; h '!! 11 | , . 'o .: %. .. :.: 1! p; h '!! 11 | ||
: . ., | : . ., | ||
* 11:: i : :. % | * 11:: i : :. % | ||
tl p. i W M..' | tl p. i W M..' | ||
e, .t .... "4 ,t. | e, .t .... "4 ,t. | ||
:l nh . | :l nh . | ||
Op'l ! | Op'l ! | ||
4- | 4- | ||
. . P. t . . hp . h,11. | . . P. t . . hp . h,11. | ||
g t W, | g t W, | ||
.th i.. | .th i.. | ||
.it.1'! | .it.1'! | ||
H, 7 | H, 7 | ||
,i-lat b.3 li.i .1 .,l, I. !t q.i y[ s ,. op ! | ,i-lat b.3 li.i .1 .,l, I. !t q.i y[ s ,. op ! | ||
9 l,f | 9 l,f I | ||
I | |||
t | t | ||
.i I ' .Bd ' | |||
.i | |||
I ' .Bd ' | |||
L'[!!!4.I..t.9 4 g,r 4, | L'[!!!4.I..t.9 4 g,r 4, | ||
., ", t' h. | ., ", t' h. | ||
| Line 685: | Line 429: | ||
i i . t | i i . t | ||
: n. . i. I g . .... .... . | : n. . i. I g . .... .... . | ||
, j ,. | , j ,. | ||
. . ,. gil i, .ji | . . ,. gil i, .ji | ||
...i i q.i i. ,,.. | ...i i q.i i. ,,.. | ||
si | si | ||
| Line 695: | Line 436: | ||
* U ll | * U ll | ||
{Ni !;.!.- Ni ::i. ; ;1: ..;. IM' ' | {Ni !;.!.- Ni ::i. ; ;1: ..;. IM' ' | ||
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e' | e' | ||
,I ,.. . . 1,. _, | ,I ,.. . . 1,. _, | ||
... lll ,..i ,. . | ... lll ,..i ,. . | ||
1 . | 1 . | ||
, . i | , . i | ||
: i. _...tl u | : i. _...tl u | ||
..ri . | ..ri . | ||
__L ... . L .i | __L ... . L .i 4.e . ;_ t 1 :: | ||
4.e . ;_ t 1 :: | |||
: u. , i i.i. | : u. , i i.i. | ||
6,.i. . i .......i | 6,.i. . i .......i | ||
. . . :t .M 4 .__. e p .7 n!lp.... m. | . . . :t .M 4 .__. e p .7 n!lp.... m. | ||
:i | :i | ||
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1:.. | |||
'q! ! !. . | 'q! ! !. . | ||
lip ' n! : .ll l :i l | lip ' n! : .ll l :i l | ||
''t .. | ''t .. | ||
: l ::ili | : l ::ili | ||
| Line 728: | Line 457: | ||
. . .i rl: it!!lll'{ 'li: ': : | . . .i rl: it!!lll'{ 'li: ': : | ||
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:j.t''!!. :: ::l; | :j.t''!!. :: ::l; | ||
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, 4.- | , 4.- | ||
j: i:t' .'. :!! th: ':. . ,;i: | j: i:t' .'. :!! th: ':. . ,;i: | ||
* lpj! th yp N! 6: . lini:'t; llti *:!! :1:l:. ; - | * lpj! th yp N! 6: . lini:'t; llti *:!! :1:l:. ; - | ||
ll '!ll !: :.!; m. l.j li ;,t ''! si i ll! ll t! u '_... ;j:g:.:'l 1; i i..j 't.! ! ! ;.' .'1 , | |||
ll '!ll !: :.!; m. l.j li ;,t ''! si i ll! ll t! u '_... ;j:g:.:'l | |||
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. . . m_ ' . - | . . . m_ ' . - | ||
L i. % . . ll'' t : n.' | L i. % . . ll'' t : n.' | ||
1 i;;' | 1 i;;' | ||
.s o g s 9 .. | .s o g s 9 .. | ||
ll l::,: l.,,._ | ll l::,: l.,,._ | ||
! '..i! '' , ,. ,l.. | ! '..i! '' , ,. ,l.. | ||
$ ii i !'.*l' ';:: l | $ ii i !'.*l' ';:: l | ||
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l'!l .: : ! : !: | l'!l .: : ! : !: | ||
m 5 | m 5 | ||
. i;i I j; 1N ..'.l: ,,i. . .. ., i | . i;i I j; 1N ..'.l: ,,i. . .. ., i | ||
.i , .. -.. . ! .t i.il 1 | .i , .. -.. . ! .t i.il 1 | ||
.i. . | .i. . | ||
. t .i ,. .i. .... . . .l . | . t .i ,. .i. .... . . .l . | ||
| Line 770: | Line 481: | ||
!j [j! i;., it'' | !j [j! i;., it'' | ||
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u I:l!.:i .",.! | |||
u | |||
I:l!.:i .",.! | |||
l. | l. | ||
'i | 'i l.,I! | ||
4 ll ! | |||
l.,I! | |||
4 | |||
ll ! | |||
i l! liil.. | i l! liil.. | ||
1.!! | 1.!! | ||
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! ' .l !. .: :: : | ! ' .l !. .: :: : | ||
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-,ll'.: | -,ll'.: | ||
.i,1 | .i,1 | ||
. i. | . i. | ||
i | i li { | ||
li { | |||
is | is | ||
.i . | .i . | ||
1.: | 1.: | ||
i | i l..i llll. l!!! | ||
l..i llll. l!!! | |||
l | l | ||
.i. | .i. | ||
l ,i.: | l ,i.: | ||
i,.. | i,.. | ||
g t ;t.; .'l . | g t ;t.; .'l . | ||
i. | i. | ||
i, | i, | ||
.I, . | .I, . | ||
.l;il,!'' | .l;il,!'' | ||
is!..t .: | is!..t .: | ||
. . 8u | . . 8u | ||
!!N i I:i p li;.':il:!Ilj' llt | !!N i I:i p li;.':il:!Ilj' llt | ||
!!!I pli li!;l' ,j Ullt;; | !!!I pli li!;l' ,j Ullt;; | ||
pl: ' | pl: ' | ||
| Line 836: | Line 516: | ||
j ill+ r' jlii it ':j1 . .: j:l; u+ | j ill+ r' jlii it ':j1 . .: j:l; u+ | ||
:t: | :t: | ||
r rr - | r rr - | ||
m j .,... . g ,i . .., -l} | m j .,... . g ,i . .., -l} | ||
t m., i. .n. ...., - n, . . :. | t m., i. .n. ...., - n, . . :. | ||
.... e.1, wl ..I . ;:I .: | .... e.1, wl ..I . ;:I .: | ||
. . ;. .1:, | . . ;. .1:, | ||
.' 1 :[: | .' 1 :[: | ||
i n n. ..,, Hl1 | i n n. ..,, Hl1 | ||
,1,. ... . | ,1,. ... . | ||
j; I.;i | j; I.;i | ||
: 1. ll ll | : 1. ll ll i | ||
i | |||
i;i. i i,i ;,.ii | i;i. i i,i ;,.ii | ||
. , .n , | . , .n , | ||
i i l ,, | i i l ,, | ||
l t. i..i | l t. i..i | ||
. i; i... i; i . | . i; i... i; i . | ||
q .t. l g :l ,. | q .t. l g :l ,. | ||
: i. gl, . b ... | : i. gl, . b ... | ||
o.. i. | o.. i. | ||
l! llll l' ;.,, l'lil.l ' | l! llll l' ;.,, l'lil.l ' | ||
;;l lit: ;!;j llll 4, | ;;l lit: ;!;j llll 4, | ||
.., il | .., il | ||
.a | .a | ||
),. | ),. | ||
il | il | ||
, i,ali,,,,.l' tl !j; lj:lll: . i l. l ! I;l' | , i,ali,,,,.l' tl !j; lj:lll: . i l. l ! I;l' | ||
. .i ... | . .i ... | ||
.! ., l "i Ill .si. l ,.i ::.. .. | .! ., l "i Ill .si. l ,.i ::.. .. | ||
(,, . ., i. . . . l .. .. ,[. 2_.i. | (,, . ., i. . . . l .. .. ,[. 2_.i. | ||
| Line 889: | Line 551: | ||
. t | . t | ||
..i ..a. | ..i ..a. | ||
li 1. . i | li 1. . i | ||
-u. t g . s; a , .... tier ..T | -u. t g . s; a , .... tier ..T | ||
.j j g Il ggg;.. i!!! i ; l i. til' i 1 .. . | .j j g Il ggg;.. i!!! i ; l i. til' i 1 .. . | ||
i .. | i .. | ||
l l. [ .i!' ...' !*!l. 'f.li | l l. [ .i!' ...' !*!l. 'f.li l | ||
l l l 1 1, ' ; ! ' .I , ;1.. | |||
l i: | l i: | ||
. i. . .. I:l!. . .. .i . ! ! . .I | . i. . .. I:l!. . .. .i . ! ! . .I | ||
**:' I.'l. .it!.. ... ,, | **:' I.'l. .it!.. ... ,, | ||
. . , , . '''.'8 | . . , , . '''.'8 | ||
. ,- . , 8bb , . .. .gy ... | . ,- . , 8bb , . .. .gy ... | ||
un n;: | un n;: | ||
| Line 913: | Line 566: | ||
t:i: ne: | t:i: ne: | ||
g . g l g n r. m n i n a w . n.: .n: :- i,[i u h.N, t n..+ - | g . g l g n r. m n i n a w . n.: .n: :- i,[i u h.N, t n..+ - | ||
M It ' :j t rij ti. ur'! 1g:rtg | M It ' :j t rij ti. ur'! 1g:rtg ir :.: : M rr- t: r. i ' "h b;n . ;t H | ||
ir :.: : M rr- t: r. i ' "h b;n . ;t H | |||
!! t'h :::: iP: | !! t'h :::: iP: | ||
p' !"i;; hh. '' r:: .p: !!!: ::.. | p' !"i;; hh. '' r:: .p: !!!: ::.. | ||
: l. - ' ' | : l. - ' ' | ||
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| Line 926: | Line 575: | ||
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Tre r | |||
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.:l 8-4 | |||
.:l | |||
8-4 | |||
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f[ SU 1 | |||
u la h | u la h | ||
i(( l:3 .:t ''!} lill .1,(({lLljj'll, f f h. !ll !!!! ll Illl !:l: llI' ':!! | |||
i | |||
llli it!j itjl!ll | llli it!j itjl!ll | ||
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| Line 972: | Line 602: | ||
;n nu no nu un ::n | ;n nu no nu un ::n | ||
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| Line 983: | Line 611: | ||
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| Line 1,001: | Line 625: | ||
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1'11- 'T | 1'11- 'T | ||
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ni U U "l | |||
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b. | |||
il ll | il ll | ||
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: 7-t bi | : 7-t bi | ||
+ | + | ||
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} | } | ||
t 6 | t 6 | ||
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t I:li !lt..idi:li | t I:li !lt..idi:li p' .l'. ' '.., . e* 1tj gl it !y % ,,, ..,7 . q '. , | ||
p' .l'. ' '.., . e* 1tj gl it !y % ,,, ..,7 . q '. , | |||
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[a .i w,. . . t l- >-& ad ,1; n t, . n. or{ - | [a .i w,. . . t l- >-& ad ,1; n t, . n. or{ - | ||
| Line 1,034: | Line 647: | ||
i | i | ||
: a. . 6 + | : a. . 6 + | ||
'r8' | 'r8' | ||
. I . | . I . | ||
p | p p l'l t! .l .i.p H. Qll l4 IL [It! !.~' ! L MI tl?i 1 14 I ! | ||
p l'l t! .l .i.p H. Qll l4 IL [It! !.~' ! L MI tl?i 1 14 I ! | |||
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| Line 1,045: | Line 655: | ||
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* III ! | * III ! | ||
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| Line 1,053: | Line 662: | ||
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t nl I j tI' 'I' Itll ! .i i lll y! T.Ij tQ fl! j[U ' I ti l _i llll .h: O | |||
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| Line 1,063: | Line 669: | ||
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r | r t LM u'p il -m! l .["N lit[ | ||
t LM u'p il -m! l .["N lit[ | |||
+- . ! [rh n! I!; k'.tI'I | +- . ! [rh n! I!; k'.tI'I | ||
-[ll , | -[ll , | ||
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| Line 1,081: | Line 684: | ||
'[ ty ;n I:n ::n .P ipr % L.t:p t | '[ ty ;n I:n ::n .P ipr % L.t:p t | ||
'p; i t l;;; :: it:. : i 'i 8 Ul!+ !"'b . i.e ::: pll 'n ltli n:j[t'u1 ! ,p: IT | 'p; i t l;;; :: it:. : i 'i 8 Ul!+ !"'b . i.e ::: pll 'n ltli n:j[t'u1 ! ,p: IT | ||
' l h i i.1 h, j *t Tli i it!' i. ;'!! , d !! | ' l h i i.1 h, j *t Tli i it!' i. ;'!! , d !! | ||
a | a | ||
-*~'t l T'il; I oP . ha , u. i q . .li 5 t , | -*~'t l T'il; I oP . ha , u. i q . .li 5 t , | ||
,. i | ,. i | ||
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i.l. . a, | |||
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. . . ~. 6,.r*TP'. . n o | . . . ~. 6,.r*TP'. . n o | ||
| Line 1,098: | Line 695: | ||
! i. p01iSd' d II. IIt' b':! | ! i. p01iSd' d II. IIt' b':! | ||
. O IIh r U N :!n ;! r. | . O IIh r U N :!n ;! r. | ||
ru. l 1:nt;u; 1n th !"' [. : !tu' t t,! n u n Q | |||
,i . .I | ,i . .I | ||
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.l. :.. P. : .. m | .l. :.. P. : .. m e | ||
e | |||
,.g2. ,. .. . | ,.g2. ,. .. . | ||
u, w p- q, .... g.g .. . M | u, w p- q, .... g.g .. . M | ||
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. ' " ;, m | . ' " ;, m s | ||
h( | |||
.g . | .g . | ||
p;r; .n...inil.ti_.p"1-__.q_. | p;r; .n...inil.ti_.p"1-__.q_. | ||
h.i ; h. . ,i[ ip tt n; ,;!: . | h.i ; h. . ,i[ ip tt n; ,;!: . | ||
~i '' ;H . P,; i.j;.. j. h. : 1.o :. c: m | ~i '' ;H . P,; i.j;.. j. h. : 1.o :. c: m | ||
| Line 1,128: | Line 716: | ||
; rt T.t' .. | ; rt T.t' .. | ||
!st i, : ! ' ' '-! 1t. i ! , - - ' i..- | !st i, : ! ' ' '-! 1t. i ! , - - ' i..- | ||
...! ..n p:, ;:h '~h : ' p, y 4:! t: !itu : .;q*' N | ...! ..n p:, ;:h '~h : ' p, y 4:! t: !itu : .;q*' N | ||
, .. . 2 . iin ..i.g. 3 . 1 +. u, .! . g ,.,. _ | , .. . 2 . iin ..i.g. 3 . 1 +. u, .! . g ,.,. _ | ||
gi... | gi... | ||
{ | { | ||
1;n tM. . s ":n:1* .!:q: :l!!:;l::M ,5 ; ia- | 1;n tM. . s ":n:1* .!:q: :l!!:;l::M ,5 ; ia- | ||
| Line 1,143: | Line 728: | ||
i' . . | i' . . | ||
uJ | uJ | ||
:i! :;' ." | :i! :;' ." | ||
y | y | ||
!!!: i: n tr;I+1, ,:- | !!!: i: n tr;I+1, ,:- | ||
' .~~=_W ' MIp; :!N':Iit![ :* o Uj' | ' .~~=_W ' MIp; :!N':Iit![ :* o Uj' N 2: :: 1: G H hdf N,l::I:l n!!l | ||
N 2: :: 1: G H hdf N,l::I:l | |||
n!!l | |||
! i ;li . il iH: !tl -! j"n,;i l; i ; .@Qr.m^:t- :l; lll p? . N ner pl,h:ni;. 9; 7 f' r!. | ! i ;li . il iH: !tl -! j"n,;i l; i ; .@Qr.m^:t- :l; lll p? . N ner pl,h:ni;. 9; 7 f' r!. | ||
i | i l }.lvtn;'l r t W 11h rr,. N | ||
l }.lvtn;'l r t | |||
W 11h rr,. N | |||
:I. l. t: ,, .m.i lill. | :I. l. t: ,, .m.i lill. | ||
UH .!!! ..!! i,; lih. .!!y l!! ,M ~Hb .hq...., | UH .!!! ..!! i,; lih. .!!y l!! ,M ~Hb .hq...., | ||
..i..;..: h - | ..i..;..: h - | ||
.i . ... . | .i . ... . | ||
.. u. !I lipI::l | .. u. !I lipI::l | ||
.... :. . ... l..i .: .q i .:' I': u: | .... :. . ... l..i .: .q i .:' I': u: | ||
Kg} 7 o | Kg} 7 o | ||
,!' :: i: : jjy .' 'j;I'i li.: i;J j in: | ,!' :: i: : jjy .' 'j;I'i li.: i;J j in: | ||
up !;;. ltn t.:: g | up !;;. ltn t.:: g | ||
,.m ; hl _.e :j;tu ':;: ui , ! '_ l.:::, : ''!::li' .'._h; :: _m i .i i ip,ta.lit I:l, .i.l,i q8 :: n. >.I' i ; ; t:! | ,.m ; hl _.e :j;tu ':;: ui , ! '_ l.:::, : ''!::li' .'._h; :: _m i .i i ip,ta.lit I:l, .i.l,i q8 :: n. >.I' i ; ; t:! | ||
._ u. oi .t. t;;1 m:! nm .i_ | ._ u. oi .t. t;;1 m:! nm .i_ | ||
.m a _. ; :M | .m a _. ; :M | ||
.W | .W pll ' I !..;i.' t I I : t I;H :i i.! iU. | ||
pll ' I !..;i.' t I I : t I;H :i i.! iU. | |||
i; | i; | ||
,M, llll!Li | ,M, llll!Li | ||
' il_. | ' il_. | ||
{ rp !! n l: ' t ' o W 3_;. ; _ | { rp !! n l: ' t ' o W 3_;. ; _ | ||
I ..' :i... l... | I ..' :i... l... | ||
. i, | . i, | ||
.u. ., . i . , , , gi i ,i. j l yq .g . , g i . g .... | .u. ., . i . , , , gi i ,i. j l yq .g . , g i . g .... | ||
: i. . ..,.. | : i. . ..,.. | ||
: 0. . | : 0. . | ||
i, | i, | ||
, ' n..:. ...;. N.t' ,d.I ' | , ' n..:. ...;. N.t' ,d.I ' | ||
a u..o .: .: H. o g | a u..o .: .: H. o g | ||
1l* 1!,ll:.j1 ;d.lt. 8:i : nll;... | 1l* 1!,ll:.j1 ;d.lt. 8:i : nll;... | ||
I.. pt ' ' ' i. ! .* . , . h! .: .,' '!, , j j' .! | I.. pt ' ' ' i. ! .* . , . h! .: .,' '!, , j j' .! | ||
, i . | , i . | ||
: j. c $' I, | : j. c $' I, | ||
:1.) : !,a* j . | :1.) : !,a* j . | ||
4 o | 4 o | ||
pYl pg | pYl pg | ||
.l il g:'M, ' ihr ' | .l il g:'M, ' ihr ' | ||
N | N | ||
: f.q'i'%. 7 M N d 9E % :4 | : f.q'i'%. 7 M N d 9E % :4 FEN n t'f @u. j e,I rlrPWy+$p''{j J i.n b $ | ||
u@!t'l h' l i.i i i i 'Hi v L u. | |||
FEN n t'f @u. j e,I | |||
rlrPWy+$p''{j J i.n b $ | |||
u@!t'l h' l i.i i | |||
i i 'Hi v L u | |||
.n, ,a !! | .n, ,a !! | ||
y, p WI, er . b. .n:: p. 1,!n. hn : ;h. :. :. .n. . | y, p WI, er . b. .n:: p. 1,!n. hn : ;h. :. :. .n. . | ||
| Line 1,225: | Line 776: | ||
1:l. | 1:l. | ||
; ,, , . g 3, i | ; ,, , . g 3, i | ||
. 4 .- | . 4 .- | ||
.m.1 - ' '- T". 1.,. . ..;. | .m.1 - ' '- T". 1.,. . ..;. | ||
.l.l ! l .pl ,1 11 '5 l. J' t '" j' i: | .l.l ! l .pl ,1 11 '5 l. J' t '" j' i: | ||
{ji mll Q tl eli E blp,lM; I | {ji mll Q tl eli E blp,lM; I u 'd! g.t@'!!:;I';'' 'l : 1 p:p:: g4ll g, t . | ||
u 'd! g.t@'!!:;I';'' 'l : 1 p:p:: g4ll g, t . | |||
,y h jniI .ia ji,t : u, . n.p. H h: | ,y h jniI .ia ji,t : u, . n.p. H h: | ||
i u n,@., hy I | i u n,@., hy I | ||
| Line 1,237: | Line 785: | ||
,1 4. . .. . l!h r | ,1 4. . .. . l!h r | ||
t y l .m .H;e t | t y l .m .H;e t | ||
.2 u.h .H.I | .2 u.h .H.I iih o . ..i o . .. . 'N..! .o c .h. . | ||
iih o . ..i o . .. . 'N..! .o c .h. . | |||
: t. . | : t. . | ||
c l ' .ral ~1- I. l ;. t*n 1: t 2L t!f.pi.g4,l | c l ' .ral ~1- I. l ;. t*n 1: t 2L t!f.pi.g4,l 5: | ||
5: | |||
;I'Imu | ;I'Imu | ||
' .t I t .t t' li, h.u i-t neml!g;t | ' .t I t .t t' li, h.u i-t neml!g;t n k n. h t:w n! tq .1n n ip' t:: p: rp nu , ku n. nia:ru un :n: nun'n T | ||
n k n. h t:w n! tq .1n n ip' t:: p: rp nu , ku n. nia:ru un :n: nun'n T | |||
. umuu i l' "h bl !uti t ua.pt .i ,f." h' i ill u g.Ajr u, i | . umuu i l' "h bl !uti t ua.pt .i ,f." h' i ill u g.Ajr u, i | ||
..,na'.i;!l i a g i, | ..,na'.i;!l i a g i, | ||
m, :_!.gd!',u.u | m, :_!.gd!',u.u f ; : l' l' i:;.l In 7:p ;Ugnu .p; :. g:. ;.J ;u t cu r;;:n n : .an . t :: n ::n unpc. | ||
f ; : l' l' i:;.l In 7:p ;Ugnu .p; :. g:. ;.J ;u t cu r;;:n n : .an . t :: n ::n unpc. | |||
ln!!!!F:'.!: | ln!!!!F:'.!: | ||
,..,i ,..iji;. i; j, 'l :i *to.;a: '.l.;;. | ,..,i ,..iji;. i; j, 'l :i *to.;a: '.l.;;. | ||
l;i | l;i | ||
! :1 ,l'n: : | ! :1 ,l'n: : | ||
| Line 1,263: | Line 801: | ||
j i q-)l ; . .,....:: | j i q-)l ; . .,....:: | ||
t | t | ||
: ! : : N) . .: t :iiq, ;: .! r, ; ! ..u | : ! : : N) . .: t :iiq, ;: .! r, ; ! ..u t.i. i. t.ais i t .- | ||
t.i. i. t.ais i | |||
t .- | |||
i | i | ||
,.,; 13. | ,.,; 13. | ||
f!;,![ l %MDd El3MU.3 3lhM UilDOl19 @-i ' 3 [! kf[ [' | |||
f!;,![ l %MDd | |||
El3MU.3 3lhM UilDOl19 @-i ' 3 [! kf[ [' | |||
li!i hulpH .h;; '.[H u nh:n h Hiiup hipilW[Uhli;pl ..;h:p pia [n t; i:, ;;r ,..: | li!i hulpH .h;; '.[H u nh:n h Hiiup hipilW[Uhli;pl ..;h:p pia [n t; i:, ;;r ,..: | ||
,k , ~f Nq , r b' | |||
s-s | |||
,k , ~f Nq , r | |||
b' s-s | |||
: 9. CONCLUSIONS | : 9. CONCLUSIONS | ||
: 1. The results of the non-linear time history seismic analysis indicate that the maximum sliding distance of the fuel storage rack during a Safe Shutdown Earthquake event is within the allowable displacement values which are based on the minimum clearances to be provided between racks. | : 1. The results of the non-linear time history seismic analysis indicate that the maximum sliding distance of the fuel storage rack during a Safe Shutdown Earthquake event is within the allowable displacement values which are based on the minimum clearances to be provided between racks. | ||
| Line 1,297: | Line 813: | ||
: 3. The maximum horizontal frictional resistance load trans-mitted by the storage rack to the pool floor liner is 48600 pounds. The maximum frictional resistance load for the individual rack foot is 8100 pounds. | : 3. The maximum horizontal frictional resistance load trans-mitted by the storage rack to the pool floor liner is 48600 pounds. The maximum frictional resistance load for the individual rack foot is 8100 pounds. | ||
: 4. The design of the Cyrstal River Unit 3 freestanding high density fuel storage racks is adequate to meet the requirements for seismic Category 1 structures. | : 4. The design of the Cyrstal River Unit 3 freestanding high density fuel storage racks is adequate to meet the requirements for seismic Category 1 structures. | ||
9-1 | 9-1 | ||
: 10. REFERENCES | : 10. REFERENCES | ||
: 1. Nuclear Energy Services, Inc. Drawings for Crystal River Unit 3 Fuel Storage Racks. | : 1. Nuclear Energy Services, Inc. Drawings for Crystal River Unit 3 Fuel Storage Racks. | ||
| Line 1,317: | Line 825: | ||
: 7. Swanson Analysis Inc., "ANSYS - Engineering Analysis System User Information Manual", Revision D, Control Data Corporation, March 1976. | : 7. Swanson Analysis Inc., "ANSYS - Engineering Analysis System User Information Manual", Revision D, Control Data Corporation, March 1976. | ||
: 8. " Crystal River Unit 3 Spent Fuel Storage Racks, ANSYS Non-Linear Time History Seismic Analysis Project S127, Task 400", NES Computer Output Binder No. S-35, August 1978. | : 8. " Crystal River Unit 3 Spent Fuel Storage Racks, ANSYS Non-Linear Time History Seismic Analysis Project S127, Task 400", NES Computer Output Binder No. S-35, August 1978. | ||
10-1 | 10-1 | ||
e e | e e | ||
APPENDIX | APPENDIX A. STIFFNESS PROPERTIES B. LUMPED MASSES C. MAXIMUM FRICTIONAL RESISTANCE LOADS | ||
A. STIFFNESS PROPERTIES B. LUMPED MASSES | |||
C. MAXIMUM FRICTIONAL RESISTANCE LOADS | |||
. . % ,..m.,, . - - . - . . - - | . . % ,..m.,, . - - . - . . - - | ||
-N-** '- ' ***" ' " **** * ' " " * ' " * *~* *' * | -N-** '- ' ***" ' " **** * ' " " * ' " * *~* *' * | ||
\' 5 'OM - DATE @r24r -7fP'ROJ. 517_.7 rAsx O* | \' 5 'OM - DATE @r24r -7fP'ROJ. 517_.7 rAsx O* | ||
() i | () i LEA NERGY SERVICES INC. | ||
BY 9 'H 3 PAGE ~ OF b | BY 9 'H 3 PAGE ~ OF b | ||
~ | ~ | ||
| Line 1,344: | Line 839: | ||
DATE u | DATE u | ||
C e p b f Riva ,. ii . ,;l- % R d b -k's sitA 4,l> | C e p b f Riva ,. ii . ,;l- % R d b -k's sitA 4,l> | ||
A P PE N_biX A - 6 T IFF t4rS_5 pro PER T1Es REF. | A P PE N_biX A - 6 T IFF t4rS_5 pro PER T1Es REF. | ||
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Latest revision as of 22:39, 27 February 2020
| ML19274D379 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 09/13/1978 |
| From: | FLORIDA POWER CORP. |
| To: | |
| Shared Package | |
| ML19274D378 | List: |
| References | |
| NES-81A0524, NES-81A524, NUDOCS 7901230277 | |
| Download: ML19274D379 (30) | |
Text
{{#Wiki_filter:. j . NES BlA0524, Rev. 0 NON-LINEAR TIME HISTORY SEISMIC ANALYSIS for the CRYSTAL RIVER UNIT 3 HIGH DENSITY SPENT FUEL STORAGE RACKS Prepared Under Project 5127 for FLORIDA POWER GORPORATION by
- NUCLEAR ENERGY SERVICES, It:2.
Danbury, Connecti' cut 06810 Prepared by: I. Husain
.'l /
Obliga/dp7 A. Approved by L3# reccd% l' - m .gt Project May ey f * .h. L En ' nee ing V.P.
% A.
Q. A. Managbr Date: 9-13-78
'l90123021}
i TABLE OF CONTENTS Page
- 1.
SUMMARY
. . . . . . . . . . . . . . . . . . . . . . 1 -1
- 2. INTRODUCTION . . . . . . . . . . . . . . . . . . . . .2-1
- 3. DESCRIPTION OF THE FREE STANDING STORAGE RACKS . . . .3-1
, 4. APPLICABLE CODES, STANDARDS AND SPECIFICATIONS . . . .4-1
- 5. ANALYSES CASES . . . . . . . . . . . . . . . . . . . 5-1
- 6. ACCEPTANCE CRITERION . . . . . . . . . . . . . . . . .6-1
- 7. METHOD OF ANALYSIS . . . . . . . . . . . . . . . . . .7-1 7.1 Mathematical Model . . . . . . . . . . . . . . .7-1 7.2 :tathematical Formulation of the Non-Linear Time History Seismic Analysis . . . . . . . . . 7-2
- 8. RESULTS OF THE ANALYSIS . . . . . . . . . . . . . . 8-1 8.1 Fuel Storage Rack Sliding . . . . . . . . . . 8-1 8.2 Fuel Storage Rack Maximum Fric.tional Resistance Load . . . . . . . . . . . . . . . . .8-2 8.3 Fuel Storage Rack Structural Analysis . . . . . .8-2
- 9. CONCLUSIONS . . . . . . . . . . . . . . . . . . . . 9-1
- 10. REFERENCES . . . . . . . . . . . . . . . . . . . . . 10-1 APPENDIX ii
s LIST OF FIGURES Page 3.1 Spent Fuel Storage Rack Schematic . . . . . . . . 3-2 5.1 Horizontal Earthquake (SSE) Time History. . . . . 5-3 7.1 Non-Linear Time History Seismic' Analysis Lumped Mass Finite Element Non-Linear Model. . . . . . . . . . . . . . . . . . . . . . 7-4 8.1 Storage Rack Sliding Time History . . . . . . . . 8-4 8.2 Storage Rack Frictional Resistance Load Time History . . . . . . . . . . . . . . . . . . 8-5 LIST OF TABLES 8.1 Analysis Results Summary. . . . . . . . . . . . . 8-3 s 4 iii
4
- 1.
SUMMARY
The Crystal River Power Station Unit 3 High Density Spent Fuel storage racks have been designed to meet the requirements for Seismic Category 1 structures. Detailed non-linear time history seismic analyses have been performed to evaluate the maximum sliding of the storage racks and to determine the maximum frictional resistance load transmitted by the storage racks to the pool floor liner plate during the Safe Shutdown Earthquake (SSE). The non-linear time history seismic analyses have been performed using step-by-step integration techniques. The hydrodynanic effect of the spent fuel pool water and the effect of fuel assembly impact have been included in the analyses. The analyses indicate that during a SSE seismic event: 1) the maximum sliding of an individual storage rack is approximately 0.26 inches (assuming conservatively low coefficient of friction of 0.25); and 2) the storage rack will transmit a maximum frictional resistance load of 48,600 pounds to the pool floor liner plate (assuming a co-efficient of friction sufficiently high to preclude sliding) . It has been concluded, therefore'that the gaps provided between storage racks (1 iach minimum) and between~ storage racks and pool structure (7/8 inch minimum) are sufficiently ample to preclude any rack-to-rack or rack-to-pool structure col-lisions under the SSE event for the range of coefficients of. friction associated with stainless steel. 1-1
- 2. INTRODUCTION Nuclear Energy Services, Inc. (NES) has designed high density spent fuel storage racks as shown in the drawings listed in Reference 1, to be installed in the Crystal River Unit 3 fuel pools. The racks are designed to provide storage locations for up to 1158 fuel assemblies; 549 assemblies in Pool A and 609 assemblies in Pool B and are designed to maintain the stored fuel, having an equivalent uranium enrichment of 3.3 weight percent U-235 in UO2, in a safe, coolable, and subcritical configuration during normal and abnormal conditions.
The structural analysis of these racks, presented in detail in the Reference 2 NES report, assumed that the horizontal seismic loads were to be transmitted from the rack structure uo the spent fuel pool walls. This was to be accomplished through the use of lateral seismic bracing placed'between the pool walls and the peripheral racks at the rack base elevation. Subsequent examination of the spent. fuel pool walls at the base elevacion indicated that large gaps existed between the cool stainless steel liner plate and the concrete walls at namerous locations. The presence of these large gaps is not consistent with the above (Reference 2) structural analyses assumptions since the gaps greatly exceed those required to accommodate thermal expansion. These additional clearances would effectively increase the magnitude of the impact loads on the racks and pool walls and would probably result in th.e rup'. .re of the liner plate during seismic events. Consideration was given to climinating- the gaps by the use of grout. However, the pool liner leak channels are open to the concrete wall and the addition'of grout could easily block these channels. It was evident that extensive modifications would be required to correct the problem. Based on these conclusions and the modest seismic response spectra for the Crystal River site, it was decided to make the storage rack design " free standing" (these racks are free to' slide horizontally on the pool floor) . The free standing concept would preclude the need for any pool structure / liner modification if it could be shown that 1) the racks will not collide with each other and with the pool structure, and
- 2) the pool floor liner can accommodate the maximum frictional forces transmitted to the liner by the fuel racks.
2-1
This report presents the results of the non-linear time history seismic analyses which were performed by :4ES to determine the maximum sliding displacement of the storage racks during a seismic event and to determine the maximum frictional load transmitted to the pool floor liner plate. I g 2-2
- 3. DESCRIPTION OF THE FREE STANDING STORAGE RACKS Each storage rack consists of an assembly of fuel storage cells spaced 10.5 inches on center and welded to a base grid structure.
Each storage cell is a double wall Type 304 stainless steel box with an inside square dimension of 8.9375 inches which allows sufficient clearance (0.2005 inch each side of the fuel assembly) to avoid interferences during fuel storage and removal operations. The double wall construction provides four (4) compartments in which poison elements can be placed. The top opening of the storage cell is flared to facilitate insertion of the fuel assembly; the bottom member of the storage cell provides the level support surface required for the fuel assem;uy and contains the cooling flow orifice. The bottom member of each storage cell sits on and is welded to the rack based unit which is basically a grid structure con-structed from Type 304 stainless steel wide flange and box beam members. A schematic drawing of a rack base unit for a 6 x 6 array of storage locations with a single storage cell is shown in Figure 3.1. Continuous spacer bars are provided at the middle and top of the storage cc 'Is to ensure that the required pitch (10.5 inches) is maintained between storage cells in both directions (north / south and east / west) . The spacer bars which are intermittantly welded to the storage cells also maintain the vertical alignment of the cells. Support feet attached to the bottom of the rack base r.ise the rack above the pool floor to the height required to provide an adequately sized cooling water supply plenum (for natural circulation) . Each support foot contains a. remotely adjustable jackscrew to permit the rack to be .'aveled following installation. . Because of the pool configurations (Pool A and Pool B) and requirements for failed fuel storage, it is necessary to supply different rack sizes. In add,ition to the basic'6 x 6 storage rack, racks are provided with 6 x 5, 5 x 5, 4x5, and 4 x 6 arrays of storage locations. The storage racks which are fre a to slide are positioned on the pool floor so that adequate clearances are provided between racks and between the ra:ks and pool structure to avoid impacting during seismic events. The horizontal seismic loads transmitted from the rack structure to the pool floor are only those associated with friction between the rack structure and the pool liner. The vertical dead-weight and seismic loads are transmitted directly to the pool floor by the support feet. 3-1
\/ -Cantilevered Storage Cell
, [ (Typical)
N N NN . Rack Ease Grid Structure s N
.;[ ' Rock Support Feet (Typ) f FIGURE 3.1 SPENT FUEL STORAGE FACKS SCHE %\ TIC (6x6)
CRYSTAL RIVER UNIT #3 3-2
- 4. APPLICABLE CODES, STANDARDS AND SPECIFICATIONS The following design codes, regulatory guides and specifications have been used in the seismic analysis of spent fuel storage racks.
- 1. USNRC Regulatory Guide 1.61, " Damping Values for Seismic Design of Nuclear Power Plants", October 1973.
- 2. USNRC Standard Review Plan, Section 3.8.4.
- 3. Specification for High Density Spent Fuel Storage Racks, Crystal River - Unit No. 3, Gilbert Associates, Inc., Specification No. SP-6486, February 25, 1977.
- 4. "USNRC Proposed Position for Review and Acceptance of Spent Fuel Storage and Handling Application."
e 4-1
- 5. ANALYSES CASES Initial parametric studies were performed to 1) establish the characteristics of the time history data which control the stor-age rack sliding, 2) determine the integration time interval re-quired to obtain a proper numerical solution, and 3) determine the adequacy of various finite element lumped mass models (e.g. two mass model, three mass model, five mass model, ten mass model with gap elemeats).
These studies indicated that the sliding response of the storage rack is essentially determined by the time history regions which exhibit large base motion acceleration values, large rates of change in acceleration and significant areas under the accelera-tion time curve. Furthermore, the parametric studies showed that the maximum sliding distance is reached between 0.43 seconds and 0.50 seconds for the Crystal River Unit 3 SSE time history base motion, and that the maximum sliding results are not affected by the time history motion beyond 1.2 seconds. Consequently, it was possible to limit the time history analyses for the selected final cases to the time history region from 0 to 1.2 seconds. The studies also indicated that an integration time interval of 0.0025 seconds (1/88th of the fundamental storage rack period of 0.22 seconds) gave stable and proper numerical solutions of the nonlinear equations of motion. It was also established that the ten nass model with gap elements provided a very adequate repre-sentation of the dynamic characteristics of the fuel assembly / storage rack and the fuel assembly impact effects. . The review of available literature indicates that a wide range of static and dynamic coefficients of friction are possible for stain-less steel sliding on stainless steel in a dry or uet environment. Reference 3 states that the coefficients of static.and dynamic friction can range from NO.3 to %0.8 for stainless steel on stain-1.ess steel. Since the maximum sliding distance is established by the minimum coefficient of friction, a conservatively low value was selected for the analysis (0.25). The sensitivity of sliding to the coefficient of friction was further explored by investigat-ing sliding at a coefficient value of 0.20. In order to establish the maximum frictional load applied to the pool floor liner, it is necessary to select a coefficient of friction sufficiently high to preclude any sliding. A value of 0.8 was chosen because it repre-sented a realistic / achievable coefficient of friction and clearly was expected to eliminate any sliding. The final detail analyses consisted of the follouing specific caces:
~1 5-1
Case 1 Mass Nonlinear Model with Coefficient of Friction of 0.25 The nonlinear coupled model of the spent fuel assembly / storage rack with a coefficient of friction of 0.25 is subjected to the speci-fied base motion time history (Reference 5 ) shown in Figure 5.1 for the Safe Shutdown Earthquake from 0.0 seconds to 1.2 seconds. Case 2 Mass Nonlinear Model with Coefficient of Friction of 0.20 Same as Case 1 except that the coefficient of friction for the friction link element was taken as 0.20 to determine the change in sliding distance that occurs for a reduction in the coefficient of friction. Case 3 Mass Nonlinear Model with Coefficient of Friction of 0.80 In order to determine the maximum frictional load developed between the storage rack and the pool floor liner plate, the r.onlinear coupled model of the spent fuel assembly / storage ~ rack with coefficient of friction of 0.80 is subjected to the specified base motion time history shown in Figure 5.1 for the Safe Shutdown Earthquake from 0.0 seconds to 1.2 seconds. 5-2
I c O' TIME HISTORY HORIZONTAL EARTHQUAKF_ (SSE) O I O o- 4 I . I ,i , lll
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- 6. ACCEPTANCE CRITERION The following allowable fuel storage rack sliding distance consti-tutes the acceptance criterion used for each of the nonlinear time history seismic analyses cases presented in Section 5.
Cases Allowable Storage Rack Sliding Distance
- 1 and 2 0.50 inches The allowable storage rack sliding distance is based on the clear-ances which shall be provided in the spent fuel storage pool and the conservative assumption that adjacent storage racks may slide towards each other during a seismic event. A maximum storage rack sliding distance of less than 0.5 inch will eliminate the possi-bility of storage racks impacting each other and impacting pool structure.
*The sliding distance is the maximum displacement of'the rack relative to its initial position on the floor.
6-1
- 7. METHOD OF MIALYSIS 7.1 Mathematical Model In order to perform the non-linear time history seismic analysis of the spent fuel assembly / storage cell structure, a6x6 storage rack and the stored fuel assemblies have been represented by a two dimensional lumped mass finite element model. The model consists basically of two coincident finite element cantilever beams, one representing the 36 storage cells and the other representing the 36 stored fuel assemblies attached to a " floor" mass by means of a non-linear sliding element.
The fuel element cantilever beam consists of masses lumped at the model nodal points interconnected by discrete beam elements. Each lumped mass represents the tributary weight of the fuel element mass. The stiffness characteristics of the beam elements are related to the effective flexural rigidity of the fuel assemblies (Appendix A) . The storage rack cantilever beam similarly consists of lumped masses interconnected by discrete elastic beam elements. Each lumped mass represents the tributory weight of the storage cells, water trapped inside the cells and the virtual water mass to account for the hydrodynamic effects. The stiffness characteristics of the storage rack beam elements are related to the dynamic characteristics (fundamental frequency of vibration) of the storage rack as determined by the Housholder-QR method of analysis (Reference 2). , In order to account for fuel assembly impact, adjacent masses of the fuel assembly beam andethe storage 'ack r beam are laterally coupled by means of non-linear spring gap elements. The non-linear spring / gap elements permit the adjacent masses to impact each other whenever the gap closes during a seismic event. The stiff-ness of the non-linear spring in taken as the stiffness value for each spacer grid. An initial gap of 0.2005 inch, reflecting the lateral gap between thc fuel assembly and the storage cell wall is provided. The non-linear spring / gap elements are effective for fuel assembly impact on either side of the storage cell. The two cantilever beams representing the storage cells and fuel assemblies are attached to the pool floor mass by means of the non-linear sliding element to best represent the rack standing freely on the pool floor. The sliding of the rack is initiated when the lateral force in the sliding element exceeds the fric-tional resistance force which is equal to the coef ficient of f riction times the s er -ical weight of the rack. The effective vertical weight is tacen as the vertical bouyant weight of the 7-1
storage rack less the uplift loads due to the vertical component of the Safe Shutdown Earthquake. 7.2 Mathematical Formulation of the Non-Linear Time History Seismic Analysis Considering only translational degrees of freedom and assuming viscous (velocity proportional) form of damping, the equation of motion in matrix form can be expressed as follows: M(Ut+Ngt) + cut + KUt= 0 (1) where: Ut = Relative acceleration time history vector Ugt = Ground acceleration time history vector M = Mass matrix C = Damping matrix K = Stiffness matrix ht = Velocity time history vector Ut = Relative displacement time history vector Rearranging equation (1) MUt+CQt + KUt = -M'Ugt = Ft (2) The above equations of motion are solved using step-by-step numerical integration methods. The numerical integration technique used in the analysis is called Houbolt method (Reference 6). The straight-forward numerical < integration 'of the equation of motion has the advantage that non-linear effects such as variation in K, M or C due to closing or opening' of gaps , sliding, large deflection and plasticity can be readily included in the analysis. In the numerical integration procedure: U= f(U t, U t -1, U t -2, ...) (3) 0 = g (Ue , U t -1, ut-2, -) W) U = h(U t, U t -1, Ut-2, ...) (5) For third order integration used in the uso. lysis, f is a cubic function and the acceleration is a linear function across the time interval. Making these substitutions into Equation (2) gives: 7-2
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Where C1 and C2 are functions of (t-t_1) and (t_1-t-2 ) , etc. Using an interactive procedure, Equation (6) is solved at each time point in the dynamic (seismic) transient. Since mass (M), damping (C) and stiffness (K) are recalculated at each time point, they can vary with time or can be functions of the displacement. The non-linear time history seismic analysis calculations are performed by means of step-by-step integration technique using the ANSYS computer program (Reference 7) . S 8 7-3
Non-Linear Springs With Gaps (Typ . ) 10 0 ll W6 Y 9Q ll W )5 A g ruel Storage Cell Struc.ture 1, 2 X 8M ll W 44 Global Coordinate System Lumped Masses (Typ.) 7@ [l W J3 2el Assembly >
~ ~ - - 1 Non-Linear Sliding Element
/ / / 3 / //+ Pool F_loor 2
e FIGURE 7.1 NON-LINEAR TIME IIISTORY SEISMIC ANALYSIS LUtiPED MASS FINITE ELEMENT NON-LINEAR MOD 3L 7-4
- 8. RESULTS OF THE ANALYSIS The results of the non-linear time history seismic analysis of the Crystal River Unit 3 freestanding high density fuel storage rack performed with the ANSYS computer code are contained in Reference 8. Appendices A through C contain the stiffness, mass properties and rack support feet reaction load calculations.
The results of the analysis are summarized in Table 8.1. 8.1 Fuel Storage Rack Sliding The maximum sliding displacement of the storage rack relative to its initial floor location has been calculated to be 0.26 inches for the coefficient of friction value of 0.25 (Analysis Case 1). This sliding displacement value is almost a factor of 2 lower than the allowable displacement value of 0. 5 inches. From Table 8.1 it can be seen that the maximum displacement of the storage cell for analysis case 1 is 0.39 inches and it is also less than the allowable displacement value of 0.656 inches. A plot of the maximum sliding versus time for Analysis Case 1 is shown in Figure 8.1. From this Figure, it can be seen that there is very little sliding from 0.0 seconds to 0.48 seconds and that t?.c maximum sliding occurs during the time history region of 0.48 seconds to 0.55 seconds as was expected, since the rate of change of acceleration, the peak acceleracion and the area under the acceleration time curves are larger in the vicinity of 0.5 seconds than in the other time history regions. The smaller peak accelerations and the slower rates of change of acceleration in the time history regions beyond 1. 2 seconds will not significantly increase the sliding displacement value that exists at 1.2 seconds. In any event, the sliding displace-ments that occur beyond 1.2 seconds will be significantly less than the maximum value of 0.26 inches. The results of Analysis Case 2 also plotted in Figure 8.1, indicate no gross over-sensitivity to variations in the friction coefficientc. The reductice in the friction coefficient from 0.25 in Case 1 to 0.20 in Case 2 results in a maximum sliding displacement of 0.33 inches for Case 2 as compared with 0.26 inches for Case 1. This displacement is still considerably less than the allowable displacement value of 0.5 inches. The maximum storage cell displacement of 0.48 inches for Analysis Case 2 is also lower than the allowable displacement value of 0.656 inches. 8-1
8.2 Fuel Storage Rack Maximum Frictional Resistance Load For the higher coefficient of friction of 0.8 Analy' 3 Case 3, the time history response of the frictional resist c,a load between the storage rack and the pool liner plate is shown in Figure 8.2. From Figure 8.2 it can be seen that the maximum frictional resistance load between the storage rack and the pool floor liner plate is 41757 pounds and that this load occurs at about 0.5 seconds as was expected since the rate of change of the acceleration and the peak acceleration are largest in the vicinity of 0.5 seconds. For this case, no sliding occurred verifying that a high enough coefficient of friction was selected to establish the floor loading. In considering the effects of the horizontal orthogonal compo-nents of the earthquake, it is considered un3ikely that the two peaks will occur simultaneously. Therefore, tt s average reaction force over c 0.05 second interval in the vicinity of the peak has been accumed as the seismic force in each orthogonal direction. The resultant effective frictionalreaction force affecting the liner plate and rack support feet due to the orthogonal earth-quake components is calculated to be 48,600 lbs. The maximum reactionload for the individual rack feet is, therefore, 8100 lbs (Refer to Appendix C). 8.2 Fuel Storage Rack Structural Analysis The equivalent lateral seismic coefficient for the freestanding storage rack with a high coefficient of friction is in the order of 0.387 G (41757 = 0.387 G). The equivalent lateral seismic coef-36x3000 ficients wnich were used in the structural design analysis ( Re fe r-e.nce 2) of the storage cell and storage rack base structures ~were 0.545 G (1.704 impact factor x 0.32 G) and 1.45 G (0.704 x 0.85 G) respectively. The structural design analysis of tht rack base structure also considered the effects of axial loads from adjacent storage racks. Thes: axial loads are not present when racks are freestanding. Since the rack stresses were acceptable for the considerably more conservative load conditionc applied in Reference 2, it is obvious that the rack structure (base and storage cells) is adequately designed for free standing application at the Crystal River Unit 3 site. In the Reference 2 analysis, the lateral seismic loads from the scorage racks are transmitted to the pool walls at the rack base elevation, therefore, the storage rack feet were evaluated for verticaireaction loads only. In the freestanding racks the lateral seismic load of the storage rack are transmitted to the pool floor liner plate through friction. The storage rack feet and their attachment to the rack base structure are being designed to accommodate the lateral and vertical loads obtaiaed from this non-linear time history seismic analysis. 8-2
TABLE 8.1 . ANALYSIS RESULTS
SUMMARY
ANALYSIS CASE 1 ANALYSIS CASE 2 ANALYSIS CASE 3 ALLOWABLE COEFFICIENT OF FRICTION 0.2a 0.20 0.80 VALUE Max. Sliding Displacement of Rack Base, in (l) 0.26 0.33 0.00 0.50 Max. StorageCggpDis-placement, in t 0.39 0.48 0,36 0.656(3) Max. Floor Farizontal Frictional Force, Single Earthquake Horizontal Component, Lbs. 17,517 14,013 41,757 Max. Floor Horizontal Frictional Force, SRSS Combination of Orthogonal E.Q. Compo-nonts, Lbs. ' 24,749 19,817 48,600(4) Max. Horizontal Frictional - Load Per Rack Support Foot, Lbs. (5) 4,125 3,303 8,100 NOTES:
- 1) Displacement relative to initial floor location.
- 2) Includes base sliding plus cell flexural deflection, a ,' Allowable storage rack base sliding distance of 0.50 inches plua available clearance of 0.156 inches between the top of the rack and base of the rnck.
') Average reaction force over 0.05 second interval of uni-directional earthquake response assumed for each orthogonal direct.on.
- 5) SRSS combination load assumed carried by six support legs.
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- 9. CONCLUSIONS
- 1. The results of the non-linear time history seismic analysis indicate that the maximum sliding distance of the fuel storage rack during a Safe Shutdown Earthquake event is within the allowable displacement values which are based on the minimum clearances to be provided between racks.
- 2. During a seismic event, the fuel storage racks will not impact each other or the storage pool structures.
- 3. The maximum horizontal frictional resistance load trans-mitted by the storage rack to the pool floor liner is 48600 pounds. The maximum frictional resistance load for the individual rack foot is 8100 pounds.
- 4. The design of the Cyrstal River Unit 3 freestanding high density fuel storage racks is adequate to meet the requirements for seismic Category 1 structures.
9-1
- 10. REFERENCES
- 1. Nuclear Energy Services, Inc. Drawings for Crystal River Unit 3 Fuel Storage Racks.
- 2. Nuclear Energy Services, Inc. Document NES 81A0522
" Structural Analysis Design Report for the Crystal River Unit 3 High Density Fuel Storage Racks", February 1978.
- 3. USNRC Docket 50250-669 "'rurkey Point Plant, Units 3 and 4".
Supplemental Information, Proposed Modification of.the Spent Fuel Storage Facility; Florida Power and Light Company Miami, Florida, February 1977.
- 4. " Specification for High Density Spent Fuel Storage Racks, Crystal River Unit No. 3", Specification No. SP ,6486, Florida Power Corporation, February 25, 1977.
- 5. Gilbert Associates, Inc., to Florida Power Corporation Letter FCS-#391, Including Enclosures, August 11, 1978.
- 6. Houbolt, J. C., "The Recurrence Matrix Solution for the Dynamic Response of Elastic Aircraft Structures", Journa) of Aecrnautical Science, Volume 17, 1950.
- 7. Swanson Analysis Inc., "ANSYS - Engineering Analysis System User Information Manual", Revision D, Control Data Corporation, March 1976.
- 8. " Crystal River Unit 3 Spent Fuel Storage Racks, ANSYS Non-Linear Time History Seismic Analysis Project S127, Task 400", NES Computer Output Binder No. S-35, August 1978.
10-1
e e APPENDIX A. STIFFNESS PROPERTIES B. LUMPED MASSES C. MAXIMUM FRICTIONAL RESISTANCE LOADS
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