ML19093A562
| ML19093A562 | |
| Person / Time | |
|---|---|
| Site: | Surry  |
| Issue date: | 08/25/1977 |
| From: | Virginia Electric & Power Co (VEPCO) |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| Download: ML19093A562 (36) | |
Text
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** INFORMATION CONCERNING HIGH DENSITY SPENT FUEL STORAGE RACKS .... INS RESPONSE TO NRC QUESTIONS SUBMITTED BY LTR DTD 8/25/77 ..... ** ********
NOTICE THE ATTACHED FILES ARE OFFICIAL RECORDS OF THE DIVISION OF DOCUMENT CONTROL. THEY HAVE BEEN CHARGED TQ YOU FOR A LIMITED TIME PERIOD AND MUST BE RETURNED TO THE RECORDS FACILITY-BRANCH 016. PLEASE DO NOT SEND DOCUMENTS CHARGED OUT THROUGH THE MAIL. REMOVAL OF ANY PAGE(S) FROM DOCUMENT FOR REPRODUCTION MUST BE REFERRED TO FILE PERSONNEL.
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Question l: Provide clear sketches indicating the connection between the corner storage cells and the spent fuel pool floor pads --- at their mating surfaces. If the corner cells simply-rest on the pads, a detailed description should be provided as to how the effect of possible sliding of the rack modules
, and potential impact between the inner cells and the floor pads are incorporated in the design. Also discuss how the various tools and the gates in storage within the pool in-teract with the new rack system in a seismic environment.
Response: The corner storage*cells do not just simply rest on the fuel ~-. pool floor pads. The corner ce1ls rest on adapter plates as shown in Figures 1-1 and 1-2. The adapter plates ar~ keyed to the existing rack stops and the corners of the fuel stor- _age cells are keyed to the adapter plates through 1-5/8 11 dia-meter restraint pins. For installation purposes a nominal clearance of 1/16 inch is provided all around between the restraint pin hole in the corner storage cells and the re-straint pin, and between the clearance cut-outs in the adapter,
. _plates and the existing rack stops. The clearance also pro-
- vides sufficient allowance for thermal expansion. The hori-zontal seismic loads are transmitted from the rack structure
.to the existing rack stops at each corner of the rack through the adapter plates and pins. The racks cannot slide during I I I * * *
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The new high density spent fuel racks will replace the existing racks on a one for one basis and will occupy the same space as the existing spent fuel racks. Therefore, there will be no interferen*ces between the new spent fuel storage racks and the gates and tools in storage within the pool. All of the equip-
. ment, stored within the *fuel pool, except the fuel pool gates, w~ighs less than a fuel assembly. Therefore, any possible inter-action between these tools and the fuel racks would be less severe than interaction between a fuel assembly and the spent fuel storage racks, which has been analyzed. The fuel pool gates, however, weigh 3300 pounds, which is more than a fuel
- assembly. These gates are stored in such a manner as they are captured at both the top and the bottom making interaction be-tween th~ gate and the spent fuel sto~age racks very unlikely.
This is shown in Figure 1-3. e.
Typical v, Restraint
,~\ Pin* Typical 1/16 Inch Clearance Corner All Around TYP Cell e
A
,._,__ ---li-l--l-- _j Existing Rack Stops Typical Existing Adapter ,...__Embedment Plate Plate Below FUEL RACK ADAPTER *PLATE FIGURE 1-1
e Tabs on top of gate fit over two pins on the pool side. An arm TOP OF GATE IN locks them in position. STORAGE POSITION
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Gate is keyed into _._ r - positic1n sL~ch L!!ct. L _J_ BOTTOM OF G/\TE IN the bottom is not
. STORAGE POSITION free to move.
FUEL POOL GATE STORAGE DETAILS FIGURE 1-3 e
Question 2: Provide a complete_ description of the connection between the inner ce 11 s among each other, and among them and the corner e cells indicating how the potential impact between adjacent inner cells and the corner cells are accounted for in the de-sign. Also indicate how the stresses due to the 1 vertical 11 deformation of the inner cells to accommodate the unevenness of the floor were accounted for by stating the specific load combinations utilized. Response: The rack grids maintain the horizontal position of the inner cells relative to each other and the corner cells such that impact between inner cells and/or corner cells is not possi-ble. Each grid consists of welded 4-inch by 1-1/2 inch x 3/16 inch channels forming square openings in which the inner cells
. are placed. The grids are welded to the top and bottom ends of the heavy wall (1/4 inch thick) corner storage cells to form the basic rack structure. Diagonal bracing welded to the corner storage cells completes the rack structure and provides the lateral and torsional rigidity to accommodate seismic and installation loads.
Figures 2-1 and 2-2 show the specific method or retaining the inner cells within the grid openings. At each grid elevation four angle clips capture the corners of each inner cell. These clips are welded to the channel members of each grid to main-tain pitch and vertical plumbneis. A slight clearance is pro-vided between the clips and the cells (1/64 inch maximum for each clip) to facilitiate fabrication and to permit vertical
* .movement of the inner cells. Such vertical movement does not introduce any stresses/deformations in the rack structure or the inner storage cells since each inner cell can move freely past the grid retaining clips to sit directly on the pool floor.
- The design permits the vertical loads for each inner cell to be *transmitted to the poo 1 fl o*or. It is necessary to limit*
the vertical travel of the inner storage cells to prevent (1) removal of a cell during fuel handling operations (e.g. stuck fuel assembly load caie) and (2) a cell dropping out of the rack during rack installation/removal. Mechanical stops welded to each inner cell limit the total vertical travel to about 2 inches (+ 1 inch). These stops will support the weight of the fuel cell plus a fuel assembly if necessary. e
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,,1, Question 3: Qn the top of page 28 a reference is made to a 11 structure"-.
It is quite uncl~ar as to how this structure functions. Pfo-vide a detailed discussion indicating the function and the physical nature of the 11 structure 11
- Response: The purpose of the fuel assembly guard structure is to pre-vent a fuel assembly from being brought ~p against the side of the peripheral fuel racks wherever the space between the fuel racks and the fuel pool walls is sufficient. to insert an assembly. The structure is a 4-inch by 2-inch by 3/16 inch a_ngl e welded to the outside channel of the upper grid. The location and configuration of the guard structure is shown in Figure 3-1. With this structure in place it will not be possi-ble to move a fuel assembly closer than -a inches to stored fuel thereby maintaining a pitch in excess of 17 inches for this condition. The guard structures are required on the east and west sides of the storage rack array and on the two racks adjacent to the Unit 2 refueling canal. The space between the fuel racks and the north or south walls is not sufficient to
.insert a fuel assembly.
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Question 4: In Section 6.3.1.1 it should be clearly stated (SIC) which e ground response spectra and amplified floor fesponse spectra
-were used for this modification indicating the appropriate SSE and OBE values. Also indicate how the allowable stress values for stainless steel at various design temperature were obtained.
- Response: The amplified response spectra used in the design of the spent fuel racks are shown in Figures 4-1 through 4-6. The ground acceleration values in se*ction 2.5 of the Surry l and 2 FSAR
- were used to generate these curves. A dynamic model repre-senting the luel b~ilding structure and the subgrade was pre-pared. This model was ~sed to calculate amplified response spectra (ARS) due to the specified earthquake. ARS were gene-rated for both the Safe Shutdown Earthquake (SSE) and the Operational Basis Earthquake (1/2 SSE) at the mat surface, the
. top of the concrete structure, and the roof of the steel super-structure. The response spectra of the design earthquakes used are consistent with the requirements set forth by NRC Regulatory Guide 1.60, and the damping levels are from NRC ~egulatory Guide 1.61. .
The dynamic analysis was performed for a range of subgrade pro-
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- The various load combinations considered in the design of the High Density Fuel Storage Racks and the allowable stress values for these .1 oad combi na.ti ans are given in Tab 1es 4-1 and 4-2 res-pectively. The yield stress vilue for stainless steel used in calculating the section strength for all the load combina-tions was tiken as 30.0 ksi.
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TABLE 4-1 e 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. Load Cases:. Load Case la Dead Weight of Rack Plus Corner Fuel Assemblies, D + L (Normal Load) Under normal operating conditions the rack is subjected to the dead weight loading of the rack structure itself plus the loads resulting from four fuel assemblies stored in the four structural corner cells. The loads resulting from the individual storage cells and contained fuel assemblies are not considered since these transmit their load directly to the pool floor and not through the structure. Load Case lb Dead Weiqht of Rack and Storage Cells, .D + I~L. (Normal Load) . During installation the rack is subjected to the loading resulting from
.its *u\A!n structt.n~a1 w.::*i9ht plus tlle we_i-ght of_ the empty stor_a.ge cells .
Load Case 2 (Severe Environmental The rack fuel assemblies, and virtual water mass react to the simultaneous 5 loading of the horizontal and vertical components of the sismic response accel~ration spectra specified for the Operating Basis Earthquake in the Surry 1 and 2 S~ismic Des_ign Specifications (see Figures 4-2, 4-3, and 4-4). The seismic loading is applied to two storage conditi_ons: a fully loaded rack and one partially loaded with 21 fuel assemblies. Load Case 3
- Safe Shutdown Earthquake, E' * (Extreme Environmental Load)
Same as Load Case 2 except that the seismic response acceleration spectra corresponding to the Safe Shutdown Earthquake was used in the analysis (see Figures 4-5, 4-6 and 4-7).
Load Case 4 Uplifting Load, U;L; (Abnormal Load) e The possibility of the fuel handling bridge fuel hoist grapple getting. hooked on a fuel storage cell was *considered. The uplift force considered for this load case wis 2400 pounds which corresponds to a specified 4000 lbs. uplift load less the weight of the storage cell and contained fuel assembly. This load is conservative considering that the hoist has a load-limit cell set at -2000 pounds resulting in an actual uplift force of 350 lbs. when the assembly is present. *
- Load Case 5 Assembly Drop Impact Load, (Abnormal Load)
The possibility of dropping a fuel assembly on the rack from the highest possible elevation during spent fuel handling was considered. A 1500 pound
- weight was postulated to drop on the rack from a height of 24 inches.
Thermal Loading, T (Normal Load) The stresses and reaction loads due to thermal loadings are insignificant since clearances are provided at the base attachments to allow unrestrained growth of the racks for the maximum expected temperature differential. Load Combinations:: e (a) For service load conditions, the following load combinations are considered using elastic working stress design methods of AISC: . (la) D + L (lb) D + I.L. (2) D+ L + E (b) For factored load conditions, the following load combinations are considered using elastic working stre~s design methods of AISC 11 . (3) D+L+E 1 (4) D+ U L e
TABLE 4-2 e STRUCTURAL ACCEPTANCE CRITERIA The following allowable limits constitute the structural acceptance cri-teria used for each of the loading combinations presented in Table 4-1. Load Combinations Limit 1 s 2 s 3 "l.6S 4 1. 6S Where Sis the required section strength based on the elastic design methods and the allowable stresses de-fined in Part 1 of the AISC 11 Specification for the Design, Fabrication and Erection of Structural Steel for Building"~ February 12, 1969. The yield stress va1ue for stain1ess steel is Laken at 30.0 ksi. The acceptance criteria for Load Case 5, accidental fuel* ~ss~mbly drop onto the rack, is that the resulting impact will not adversely affict the leak-tightness integrity of the fuel pool floor and liner plate and that the deformation of the impacted storage cells will not adversely affect the value of keff*
- e
Question 5: Thermal loads should be included for the service load com- - binations, and for the factored load combinations per Section 3.8.4.II.3 of the Standard Review Plan .. Provide stress sum-maries for all load combinations including those that were omitted in this report. Response: Th maximum thermal growth of the fuel storage racks would be 0.11 inches for a fuel pool bulk water temperature change from }0°F to 210°F (84 11 x 9.35 x 10-6 in./in./°F x (210 - 70°F). Sufficient clearance between the fuel storage rack and the pool floor support pads (0.125 inches minimum) has been provided to eliminate any potential interference be-
. tween the rack and the support pads caused by thermal expan-sion. The installation approach permits those *clearances to be achieved during the wet instaliation of the Surry fuel racks. Since there will not be any interferences between the rack and its support points, the stresses and reaction loads due to thermal loadings would be insignificant. Furthermore, there will not be any local stressei due to thermal gradients across the fuel storage rack structural members, since signi-ficant increases in pool water bulk temperature occur very gradually (a change from 70°F to 210°F would'take -20 hours).
The maximum stress values for all load combinations except fuel assembly drat are given in Table 5-1. The stress values for the fuei assembly drop are presented "in ~he resµo11se to Question No. 7.
... ,~*
/ e . :.. e ' COMBINED STRE~S
SUMMARY
LOAD ELEMENT COMBINED STRESS (ksi)* COMBINED** COMBINATION NO./TYPE CALCLJi_ATED ALLO\tJABLE STRESS RATIO la) D+ L 74/Beam 1.70 18.5 158/Beam 1. 78 18.5 4-8/Pl ate 1 . '17 16.8 lb) D + I.L. 77/Beam l!:,. :32 18. 5 48/Plate 1. :24 16. 8 *
- 2) D+ L + E 2/Beam ~;. 56 0.32 (Fully Loaded Rack) 74/Beam 6.85 0.54 158/Beam 5. 18 0.36 164/Beam 4-. 97 0.29 4.S/Plate 9. 17 16.8
- 3) D + L + E1 2/Beam ~I. 66 0.35 (Fully Loaded Rack) 74/Beam 10. :31 0.59 158/Bearn 7.67 0.37 164/Beam EL 31 0.32 48/Plate 16.22 26.9
- 4) D .+ U. L. 70/154/Beams 16*. 93 29.6 53/Plate CU35 26.9
- t1aximum Total Stress P/A + 1i2sl + t13f2. for Beams. Max Von Mises for Plates. Allowable stresses are flexural for beams and tensile for plates.
** Combined axial compression plus bending stress requirement per AISC Specification Section.
I
~-:---*** ------------------
Question 6: On page 29 under load case 4 indicate the consequences of
. malfunction of the load limit cell.
Response: The uplift load case which was analyzed did not take credit for the operation of the load limit cell. The uplift load applied to the fuel storage rack was based on the stall load developed by the fuel handling bridge hoist (4000 pounds) less the weight of the jammed fuel assembly and the fuel stor-age cell (a combined weight of -1650 pounds). Consequently
. *the ma 1function of the 1oad 1imi t switch wi 11 not affect the results of the analysis.
Question 7: On page 29 under load case 5 indicate by reference to clear sketches that the maximum drop height is indeed 24". Discuss the effects.of a drop for the caies of (a) straight drop on top of stor_age cans at the weakest edge of a can, {b) an in-clined drop maximumizing the kinetic energy, and (c) a straight drop through a storage can and impacting on the liner. Also ipdicate the local and overall effects of these postulated impact loads. - Response: The actual maximum drop height is actually 23 1/4 inches, 24 inches was therefore used conservatively. This is shown in Figure 7-1 which shows the elevation of the bottom of the fuel pool to be 6 1 10 11 and the bottom of a fuel assembly during transfer to be a elevation 23'2 11
- The high density spent fuel racks are 14 1 4 3/4 11 in height.
Case (a) Straight Drop on Top of Storage Cans at the Weakest
- E_dge of a Can The results of the fuel assembly drop analysis using energy balance methods are summarized in Table 7-1. From Table 7-1 it can be seen that the maximum stress in the fuel storage cell is greater than the dynamic yield stress for stainless steel, thus indicating that the f11el storage cell may undergo some local permanent deformation, however, the cell will not col-lapse during such an accident event. From Table 7-1 it can also be s~en that the maximum shearing stress in the weld be-tween the cell 1egs and the cell, and the maximum bearing stress on the concrete floor under each leg exceed the allowable val-ues, thus indicating that during the fuel drop accident event, the weld between the legs and the cell may partially sl1ear off and the concrete may crumble locally under each leg. The external kinetic energy of the dropped fuel will be absorbed in the local deformation of the flare at the top of the fuel
- e. sto~age cell, in the partial shearing of*the cell leg weld,
in the local crumbling of the concrete, and in the minor de-formation of the liner plate under each leg. For conservatism, it has also assumed that the cell leg welds* e shear completely in order to assess the effects of a *fr.ee fall of the dropped assembly and the storage cell from a height of 5.00 inches above the liner plate. This condition was analyzed using empirical missile equations (the Ballistic Research and Stanford Research Institute Formulae). The results of the analysis indicates that the maximum thickness of steel plate that could be perforated by such a missile is 0.070 inches which is far less than the 0.25 inch thickness of the liner plate. It has, therefore, beeri concluded that neither the initial im-pact of the dropped fuel assembly on a storage cell nor the unlikely subsequent free fall of*the fuel cell will damage the pool floor liner sufficiently to affect its leak-tight inte-
. grity.
Case (b) Inclined Drop Maximumizing the Kinetic Energy The maximum kinetic energy of the fuel assembly for an inclined drop is in the order of 156.6 in.k. Assuming this kinetic energy and that the entire fuel assembly falls on the minimum number of storage cells (8 storage cells if the assembly falls on the diagonal). The maximum kinetic energy that will be asborbed by the individual can will be in the order of 32.9 in.-kips. This value is lower than the kinetic energy of 34.8 in.-kips for the vertical drop of fuel assembly (Case a). There-fore, the resu1ting consequences of the inclined drop of fuel assembly would be less severe than that of the vertical drop (Case a). Case (c) Straight Drop Through a Storage Can and Impacting on the Liner If a fuel assembly were to drop straight through a storage can, it would not impact on the fuel pool liner but would impact on ?1. _the bottom of the storage .can. The case of a fuel assembly
.dropped directly on the pool floor is discussed in Section 14.4 of the Surry 1 and 2 FSAR. The consequences of a straight drop through a storage can would be less severe than those of a free fall. of a fuel assembly directly to the pool floor for the fol-lowing reasons~
- 1. The total frontal impact area of the four 1.5 11 x 1.5 11 legs ~t the corner of each storage cell is greater (9.0 square inches) than the impact area of the fuel assembly (6.0 square inches). *
- 2. Due to the relatively small clearances between the fuel assembly and the storage cell, the drag re-sistance will be larger for a drop through the stor-age cell than for the free fall of fuel assembly directly to the pool floor.
/ e e FUEL BUILDING ARRANGEMENT FIGURE 7-1
TABLE 7-1 RESULTS OF ACCIDENTAL FUEL ASSEMBLY DROP. (LOAD CASE 5) e ALLOWABLE VALUE Weight of Fuel Assembly, kip 1.45 Maximum Drop Height, in 24.0 Kinetic Energy of Drop to be 34.8 Absorbed, in-kip. Maximum Strain in Storage Cell in/in 0.00227 0.485 Ductility Ratio L 135 Maximum Cell Deformation, in 0.372 Maximum Stress in Cell (ksi) 44.61 41. 4l Maximum Transmitted Reaction Load 36.25 19.22 Per I en::::, ' Hp Maximum Stress in the Weld Between 102.53 19.2 the Leg and the Cell (ksi) Maximum Local Bearing Stress on 5.04 3_573 Concrete Floor *under each l~g) ksi Maximum Free-Fall Impact Velocity 5. 178 of Cell on Liner Plate (after Leg Weld i~ sheared) ft/sec Maximum unsupported Plate Thickness That May be Perforated by Missile Free Fall Velocity, in BRL Formula 0.070 0.25 Stanford Research Institute 0.070 0.25 Formula
- l. The allowable stress value represents dynamic stress for stainle~s steel.
- 2. Allowable stress in the weld= 1.6x0.4 fy = l.6x.4x30 = 19.2 ksi
- 3. Based on Paragraph 10.14 of AC! of ACI 318-71. There will be local crumbling of concrete under each leg but the steel liner will not be perforated.
- e
Question 8: Provide a description of the dynamic model of the rack, fuel - pool system cl early showing the boundary condi_ti ons. Al so indicate.the damping values used in your analysis. Since the proposed rack system is inherently weak in torsion discuss what considerations were given to obtain the highest torsional effects due to possible non-uniform mass distribution. Response: For the dynamic analysis, the fuel storage rack structure has been ~athematically modeled as a three ~imensional finite element structure consisting of discrete three dimensional elastic beam and plate elements interconnected at a finite number of model points as shown in Figures 8.1 through 8.4. Figures 8.5 and 8.6 show the model boundary conditions and the lumped mass distri6ution used in the seismic analysis of the fully loaded and partially loaded fuel storage racks res-pectively. The damping .values used in the seismic analysis of the h_i gh density fue 1 storage racks are four percent for the Operating Basis Earthquake (OBE) and six percent for the Safe Shutdown Earthquake (SSE). The NRC Regulatory Guide 1.61 per-mits damping values of two percent for OBE and four percent for SSE for welded steel structures functioning in air. These damping values are increased by two perce.nt since the fuel storage racks are welded stainless* stee.l structures completely sub~~rged in water. This two percent increase in damping value for. submerae*d sttuctures is ba~P.ii nii Sec ti on G:: 4 of 11 Funda1r,en-
. tals of Earthquake Engineering by N. M. Newmark, and 11 E. Rosenbl ueth. *
- The fuel storage rack (six by six array of fuel storage cells}
consists of upper and lower grid structures connected to each other by means of four corner cells and the diagonal bracing . members. The fuel storage rack thus structurally becomes* equivalent. to a box sniped structure which is inherently strong in torsion. The torsional effects due to possible non-uniform mass distribution are considered in the analysis by analyzing the partially loaded rack. (F_igure 8-6) .
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~ODEL NODE NUMBERING FINITE ELEME~;GURE 8-1 ic'.i.*,
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e e Xz. e t., FIN_ I TE ELEMENT MODEL BEA FIGURE 8~2 ELEMENT NUMBERING
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RACK FINITE ELEMENT MODEL PLATE ELEMENT NUMBERING
. , FIGURE 8-3
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,.. 120 RACK FINITE ELEMENT MODEL CROSS BRACING FIGURE 8-4
Horizontal Masses
@ 2000 lbs 0 1000 1bs Vertical Masses Q *125 lbs*
0 600 lbs I I I I I ltl I .. I MASSES LOAD CASES
! ' \ .~ .,
' } l * ': I \
. '* SE I SM I C ANA LY S I S OF FIGURE
e Horizonta1 Masses () 2000 lbs 0 1000 lbs g1 912.5 1bs D 637.5 lbs I A-550 lbs 6 225 lbs I I
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I I V(-!I I l ~d I I IO:J.=t.t..-..> Q 125 lbs o 600 1 bs a 237.5 lbs. Note: Rack Loaded With
*32 Free Cans and 21 Fuel Assemblies
- -
- BOUNDARY CONDITIONS AND LUMP ED MASSES LOAD CASES 2 AND 3
.SEISMIC ANALYSIS OF PARTIALLY LOADED RACK
'-' * . . FIGURE 8-6
Question 9: On page 31 in the first paragraph it is stated that the equi-e valent load due to fuel buridle impact against the can com-bined with the seismic loading is equivalent to 1.4 times the seismic inertia load combined from the seismic analysis of the rack system in which the fuel bundle mass is lumped wjtb_
.the rack mass along with the appropriate mass of water. Clearly state whether or not the equivalent loading was considered for overall effects such as total base shear or loading on the bracing system.
Response: The equivalent loading (1.4 times the seismic inertia loads to account for fuel assembly impact effects) was considered for local effects as well as overall effects on the structu-ral members of the rack, the rack/floor pad connection plates, and .the floor pads. Question 10: On page 32 in the first paragraph, provide a summary of your analjses indicating such parameters as kinetic energy at im-pact (refer to the three cases indicated in Q7), ductility ratios utilized in each material behavior mode to absorb the kinetic enArgy: predicted penetration of the pool liner. Response*: The results of the accidental straight drop of a fuel assembly (Case (a) of NRC Question 7) are summarized in Table 7-1. The consequences of the inclined drop of a fuel assembly (Case (b) of NRC Question 7) are less severe than those for Case (a). The results of the straight drop of a fuel assembly through
.the storage cell (Case~) are less severe than that for the free fall of fuel assembly anywhere in the storage pool.
Question 11: On page 38 in Section 7.1. provide a summary of stresses of the supporting pool structure indicating the load combina-
- tions and the corresponding acceptance criteria. Indicate whether or not the maximum temperature or the thermal gradient i~ the pool walls and the base slab as originally designed are exceeded as result of this proposed exparision.
Response: 'A summary of stresses of the supporting pool structure is pro-vided in Table 11-1. The points given are in the regions where the maximum stresses occur as shown in Figure 11-1. The following load combination were considered:
- 1. Hydrostatic+ Dead Load +.Live Load
- 2. Hydrostatic+ Dead Load+ Live Load+ OBE
- 3. Hydrostatic+ Dead Load+ Live Load+ SSE
- 4. Hydrostatic+ Dead Load+ Live Load+ High Density Racks The allowable stresses are based on the minimum sampled coupon strength of 43,600 psi and th~ acceptance criteria stated in ACI 318-63. It should be noted that with the nev-1 high density spent fuel stoi"".aqe racks, the n1at 1oad*ings are lower than those e originally cal~ulated. This is due to the ctitferent ana1yticct1 model used. For the high density spent fuel storage rack load-ings, the model accounted for the detailed location of both the
~ilings and the fuel rack embedments in the mat. This resulted in a significant portion of the load due to spent fuel to be transmitted to the pilings without inducing mat bending. In the analysis for the original loading the rack loads were spread uniformly over the mat, and the pilings were lumped at discrete locations which were further apart than the actual pile spacing.
~-ti The method used to calculate the mat loadings from the new high density spent fuel storage racks represents the as built condi-tions at Surry.
- As given in Section 7.2 of the Surry 1 and 2 H*igh Density Spent Fuel Storage Rack Submittal, the spent fuel pool temperature will be maintained at or below the original limits of 140°F (normal case) and 170°F (abnormal cas*e). Therefore, the maxi-mum temperature or* the thermal gradient in the pool walls and
;the base slab as originally designed will not be exceeded.
. TABLE 11-1 - Location Hydros ta tic + Dead+ Live
SUMMARY
OF STRESSES (Ks i) Hydrostatic+ Dead+ Live+ OBE Hydrostatic+ Dead+ Live+ SSE Hydrostatic+ Dead+ High Density Racks 4A 21.4 27.8 34.1 48 21.4 26.7 32.0 4C 20.7 25.1 29.5 4E 18. 1 23.6 29. 1 3A 20.9 27.1 33.3 17.7 38 19. 8 24.8 29.8 14.9 30 19.8 25.2 30.7 17.5 3E 21.4 27.8 34. 1 20.9 2A 19.0 2E 21. 7 20.9 Allowable fe: 4/3 fs 0.9 fy f Stress 21:8 29.0 39.0 21:8 Allowable stress based on minimum coupon strength sample. fy = 43.6 ksi f 5 = 0.5 fy Note: Columns 1, 2, and 3 are the original loads in the fuel building struc-ture and column 4 shows the change with the addition of the high density spent fuel racks. e
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FUEL POOL STRESS POINT LOCATIONS FOR TABLE 11-1 fIGURE 11-1
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