ML20054H280
| ML20054H280 | |
| Person / Time | |
|---|---|
| Site: | Dresden  |
| Issue date: | 05/19/1982 |
| From: | Harstead G HARSTEAD ENGINEERING ASSOCIATES, INC. |
| To: | |
| Shared Package | |
| ML20054H279 | List: |
| References | |
| NUDOCS 8206230186 | |
| Download: ML20054H280 (6) | |
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IMPACT' EFFECTS.ON, SPENT..a r.
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.. :.' Introduction An analysis of a spent, fuel storage rackffor',Dresden.:g-,.',W: g' : R7
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racks on'the, supporting slab _.,:Using a.x
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Description' I': ' '. ?.'...' :> '.*:i
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,other. ;Under a~ seismic, event the racks would_be, free'to; 7M,. 'y 0'
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. ' slide and tip ~ indepen'.de.ntly of each..other.W@y p,w:. ::.,;..
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Time ' History Nonlinear Analysis.gf.Mj.,d,,@..,.. t... wa... ; n:suw%
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..t The computer., program was wr..itten to,the foll,.o, wing c.w. w-m.m: q, L.g'._
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Fuel As sembl'ie's 'in.. side"the' ' tub 6sCma;y,' rat't1d%ich'97Q'Q6 s.
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. During this analysis the" ba se,,' slab is.a.
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seismic. inertia n;;;h,g @ !! :'.. h ::
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' -. ~ friction ~ force,';.the l rack' will" slide '. relativ.e to the.M:f,M?
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s than.the base;. % %:y w rcej.tsliding.
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.a When.the -base overturning momentnon '
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, a+S se.ismic inertia forces.ss.ceeds1.the base' d,ead.iloadcy.@.. iW~+.%. Mm. - E
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pS.'g.?:'W;;c4.fl'd.;..f M righting moment,p,he,irack.w111.
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. pendulum rather,than as a fixed baseccantilever g#g$ W y M.,
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Du. ring 1 tipping no sliding,wa s a s su.4.,r,.,,',.L,**y:s'h..* ;rj.;8 me to occu ro
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- rac supports ton,;one side r.
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Iv e s u l t s 5.1 Dynamic Analysis
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SUMMARY
OF RACX IMPACT ON P0OL SLAB 7-III LOAD CASE LOAD CASE 1.40+1.4H+1.7L+1.9E D+H+L+E ITEMS REMARKS liALF RACKS ALL RACKS HALF RACKS ALL RACKS IMPACT IMPACT IMPACT IMPACT JQ Equivalent static unifonn load n.
2 8.29 8.29 6.16 6.16 p
without impact (k/ft )
Computed equivalent unifonn a 14.30 16.78 12.17 14.65 (2) load including rack impact b
11.99 14.58 9.86 12.45.
(3)
,(k/ftz) c 11.43 13.86 9.30 11.73 (4)
Allowable unifonn load a
13.04 13.04 13.04 13.04 (5)
(k/ft2) b 13.92 13.92 13.92 13.92 (6)
NOTES:
1.
In computing the rack impact load during OBE, it was assumed that 1.9E is equal to E'.
2.
Computed using energy balance method considering the strain energy of deformation of the pool slab as a plate. No local deformation of the pool slab under the rack leg and the strain energy of rack was considered.
3.
Same as in 2, except that local deformation of the pool slab was considered; strain energy of rack was not considered.
4 Same as in 3, except that strain energy of rack deformation was considered.
5.
Slab capacity was governed by shear due to diagonal tension and was computed on the basis of average allowable shear acting on a critical section perpendicular to plane of the pool slab and located so that its perimeter is a distance d (effective depth of slab) from edge of the pool slab.
6.
Same as Note 5 except that f for concrete was increased by 15 percent due.to, aging.
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