ML20207J095
| ML20207J095 | |
| Person / Time | |
|---|---|
| Site: | Trojan File:Portland General Electric icon.png |
| Issue date: | 02/02/1999 |
| From: | Chechelnitcky SIERRA NUCLEAR, INC. |
| To: | |
| Shared Package | |
| ML20207J073 | List: |
| References | |
| PGE01-10.02.03, PGE01-10.02.03-06-R3, PGE1-10.02.03, PGE1-10.02.03-6-R3, NUDOCS 9903160190 | |
| Download: ML20207J095 (27) | |
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Enclosure 3 VPN-021-99 February 11,1999 TranStor Concrete Cask Tornado, Flood, Earthquake, and Explosion Analysis PGE01-10.02.03-06 1
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CLIENT: Portland General Electric CLIENT NO.: PGE-01 SNC NO.: PGE01-10.02.03-06 REVISION: 3 DESIGN CALCULATION TRANSToR CONCRETE CASK TORNADO, FLOOD, EARTHQUAKE, PORTLAND AND EXPLOSION ANALYSIS CENERAL ELECTRIC COMPANY k No.T5F5T-NQlRitCro-83-3 ner so. rcs r-o3, -m SUPPutR DocuutNT stAur l E _L =.o.n _=. =.. _.d.
..es-CONTROLLED
- .d ,
iew not requeed. Work rnay poceed.
. mission to proceed does not coneutute PREPARED BY
- eptance or approval of design details, culations, analyses, test methode, or nortais developed or selected by the suppeler 2 does not relieve supplier from full SIERRA NUCLEAR CORPORATION upilance with contractual obligations.
FORMATIO,N ON! Y /j f7 w.dn Q VR L A J . : X FOR e /:2 ffo lo c '
- ""*8 5YU" SIM E PORTLAND GENERAL ELECTRIC COMPANY e K//cl99 Approved by -
Date: 1-Project Mana er Approved by: '
Date: 7- ff Engineering Manager '
p.l-O
Title:
Transter Conctg , Task Tornado. Flood Earthauake.
and Exofosion Annivsis- SNC No: PGE01-10.02.03-06 REVISION CONTROL SHEET ILey Date Reason Affected Paces Preparer Checker Proi Eng. A ffected Documents Comments 0 02/16S6 Initialissue All(1-21) A C. S A C.
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l SIGNATURES Name/ Title Initials Date I Boris Checheinitsky / preparer / PE 2>erc-7~/(6 /% !
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- . SNC Sierra Nuclear Corporation 1.0 PURPOSE AND DESCRIPTION OF EVALUATIONS This calculation provides the analyses of several generic and Trojan site-specific hypothetical accidents and bounding phenomena that could occur over the life of the TranStor Concrete Cask. i Specific accidents addressed include the following:
o Tornado o Flood o Earthquake o Explosion 2.0 RESULTS/ CONCLUSIONS Results of these analyses show that the TranStorm torage s system has substantial safety margin to provide more than adequate protection to both the public and occupational personnel. Specifically:
2.1 Tornado 2.1.1 Analyses for penetration resistance of the cask body and closure elements to the armor piercing shell missile indicate that sufficient thickness of concrete and steel is available to prevent perforation, spalling or scabbing of the various cask boundary elements.
2.1.2 . Overall response of the cask has been evaluated for impacts associated with the high energy deformable missile (automobile). Such analyses indicate that the cask will remain upright following the event, and that loads associated with this impact do not compromise the integrity of the cask.
2.1.3 Various calculated parameters are indicated below:
Wind velocity pressure: 331.8 psf Wind overtuming moment acting on the Concrete Cask: 3.6'x 106 in-lbs Depth of missile penetration: 5.69 in Minimum concrete thickness to prevent spalling and scabbing: 17.1 in Minimum cask lid perforation thickness: 0.52 in 5
Cask kinetic energy following missile impact: 7.47 x 10 in-lbs 6
Energy required to overtum the cask: 4.88 x 10 in-lbs Maximum force due to impact: 457.4 kips Section shear capacity: 1,106 kips Maximum moment due'to impact: 87,820 kips-in Section moment capacity: 94,170 kips-in M imum cask rotation due to impact:
. 2.6 degrees Cask restoring moment: 1.54 x 10'in-lbs i
Client / Project- pnF n1 Revision Prepared . Date Checked Date Sheet Subject Tr=0~ 0 BAC 2/16/96 JK 2/16/96 1 Can~a'a Cack Ta-da. FlanA Fnrihnunke and Fvnincian Analycic 3 RS 1h/qi QAt 4/3/h of C Icul tion Number: POE01-10 nig3_M i 21 u
/
V Sierra Nuclear Corporation
! 2.2 Flood
[ The Concrete Cask can withstand a flood which results in full submergence (211.5 in) and a stream velocity of 26.5 ft/sec. Therefore, no overtuming of the cask will occur due to flooding.
2.3 Earthauake 2.3.1 The cask provides the required safety margins during both the Design Basis Earthquake (DBE) and Seismic Margin Earthquake (SME). The cask will not ovenum during a seismic event at Trojan ISFSI site.
2.3.2 The cask concrete can withstand seismic loads as indicated below:
. Concrete cask shear: 118.1 kips < 1,106 kips Concrete cask moment: 22,675 kip-in < 94,170 kip-in 2.4 Explosion
- The concrete cask can wit! :tand the Trojan design basis pressure force due to explosion without sliding or overtuming.
3.0 DESIGN INPU' '.ND ASSUMPTIONS 3.1 General l i
3.1.1 Concrete Cask dimensional information is provided by Reference 3. the cask height is 211.5 inches and the diameter is 136 inches. However, the bottom diameter is only 130 inches due j to the 3" chamfer. Also, considering the air inlet channels provided at the base of the cask, l the shortest footprint dimension is calculated in Attachment A. The shortest footprint dimension provides the least resistance, and used for analysis against overturning due to tornado, flood, eanhquake and explosion.
3.1.2 Concrete Cask weight and center of gravity information is provided by Reference 4. The l weight of the loaded cask was taken as 289,000 lbs with a center of gravity of 109.5 in . l These values bound all loading conditions at the Trojan site since using these lower weight and higher c.g. values are conservative for the analysis presented herein. ;
3.2 Tomado ;
3.2.1 A tomado event is considered to occur during the life of the Trojan ISFSI site. The effects of a tomado 'on the Concrete Cask include the possibility of damage due to wind loading, wind generated pressure differentials, and tomado generated missiles. Possible damage I
Client / Project- pnF.m Revision Prepared Date Checked Date Sheet
Subject:
Tr=amar Caava C=ck Tara=Aa, F!nnA 0 BAC 2/16/96 JK 2/16/96 2 Fnrthn,n oke and Fvnincinn Analycic 3 QS 2/(/ qq sac, L/t/gg of C:lculation Number: POEn!-10 01n3m y 21 s
s SNC Sierra Nuclear Corporation 3.2.2 The design basis tomado characteristics are consistent with Regulatory Guide 1.76 and presented in Table 3.1-1 [Ref. 2].
Table 3.1-1 Wind and Tornado Specification }
Environmental Condition Limils )
Rotational Wind Speed, mph 290 Translational Wind Speed, mph l 70 Maximum Wind Speed, mph 360 Radium of Max. Wind Speed, ft. 150 Pressure Drop, psi 3.0 Rate of Pressure Drop, psi /sec 2.0 i t
3.2.3 Postulated tomado missiles are as identified in NUREG-0800 (Ref.1], Section 3.5.1.4 III.4.
Spectrum I missiles are used and assumed to impact in a manner that produces the maximum damage to the cask. The design values shown in Table 3.1-2 are generic for TranStorm Storage System design and bound the wind and tornado specifications for the Trojan ISFSI
[Ref. 2]. These missiles consist of a massive high kinetic energy missile which deforms on impact, a rigid missile to test penetration resistance, and a small rigid missile of a size sufficient tojust pass through any openings in protective barriers.
Table 3.1-2 Tomado Generated Missiles j Missile Description Weight (lbs) Velocity (mph) ,
Automobile 3960 126 l Armor Piercing Shell (8 in. diameter) 275 126 Steel Sphere (1 in. diameter) 0.22 126 3.2.4 The wind velocity pressure is assumed constant with height and uniform over the projected i area of the cask. Gust factors are taken as unity in evaluating effects of velocity pressures on ;
cask surfaces. '
l 3.2.5 Since the cask is a freestanding structure, the principal consideration in overall damage response is the likelihood of upsetting or overturning of the cask as a result of high energy missile impacts.
l Client / Project: PGE-01 Revision Prepared Date Checked Date Sheet
Subject:
TranStorm Concrete Cask Tomado, Flood 0 ggc, %[9 9 S//g/g 3 Earthquake, and Explosion Analysis '
of Calcul: tion Number: PGE01-10.02.03-06 21 1
J
h u- SNC Sierra Nuclear Corporation 3.3 .- Emi 3.3.1; The worst ' case flood is assumed to fully submerge the Concrete Cask. This bounds the worst case flood at Trojan [Ref. 2].
j 3.3.2 Full immersion of the cask and steady state flow conditions for an infinite cylinder are assumed for the cask drag force calculation.
3.4 c ar tha mtee
'3.4.1 The Design Basis Earthquake (DBE) has a peak horizontal ground acceleration of 0.25g and a peak vertical ground acceleration of 0.17g. The Seismic Margin Earthquake (SME) has a peak -
horizontal ground acceleration of 0.38g and a peak vertical ground acceleration of 0.25g. The minimum overtuming factors of safety for the DBE and SME analyses are 1.50 and 1.10 respectively. [Ref. 2]
"3.4.2 The concrete cask is a very stiff structure. Although free-standing, the cask is assumed to be a !
c . cantilever fixed at the base (Ref. 7, Table 36, Case 3b). For the purpose of calculating' i seismic loads, the cask can be treated as a rigid body attached to the ground and equivalent static analysis methods can be applied to calculate loads, stresses, and overtuming moments.
3.4.3 The concrete cask can be evaluated statically for overturning by conservatively applying
- equivalent static loads to the cask in two orthogonal horizontal directions simultaneously with
?
an upward vertical component. Combination of the three components is performed in accordance with' Reference 8. Reference 8 recognizes that maximum accelerations from three directions can not occur at the same time and suggests when one of the components is at its maximum value, the other two can be taken as 40% of their corresponding peaks.
Although the DBE and SME peak accelerations were determined from the geometric mean of two horizontal accelerations [Ref.17], the cask design conservatively utilizes a 100-40-40 l distribution. I 3.5 Fvnlacian 3.5.1 Trojan site design pressure is 4.4 psi [Ref. 6].
3.5.2 Friction coefYicient between the Concrete Cask and Pad is 0.3 [Ref. 5].
l l
1 Client / Project: PGE-01 Revision ' Prepared Date Checked Date. Sheet
Subject:
TranStor" Concrete Cask Tomado. Flood 0 6Ac. W /w </,6 z/g/# 4
~
Earthquake, and Explosion' Analysis of
! Calculation Number: PGE01-10.02.03 21
W ;
^
- Sierra Nuclear Corporation 4.0 ' METHODOLOGY 4.1 Tornado l
l ' 4.1.1 The methdds used to convert the tornado and wind loadings into forces on the cask are based i
. on NUREG-0800, Section 3.3.1 - Wind Loadings, and Section 3.3.2 - Tornado Loadings.
L'oads due to tomado generated missiles are based on NUREG-0800, Section 3.5.3 - Barrier Design Procedures.
l 4.1.2 The tornado wind velocity is transformed into an effective pressure load applied to the cask using procedures delineated in Reference 10.-
4.1.3 - Total wind loading is utilized to determine the overturning moment.
4.1.4 Wind force and moment are compared to values required to tipover or slide the cask.
4.1.5 ' Critical shear and bending stress due to the wind loading are calculated.
^4.1.6 Local damage of the cask body is assessed using the National Defense Research Committee
- (NDRC) formula [Ref.13]. This formula has been selected as the basis for predicting depth of penetration and minimum thickness of concrete te, prevent spalling and scabbing.
Penetration depths computed by this method have beca snown to provide reasonable correlation with test results [Refs.12 and 13].
-4.1.7 - The minimum depth of concrete necessary to preclude spalling and scabbing is calculated using the NDRC formula and compared to cask concrete thickness to determine acceptability.
4.1.8 :The perforation thickness in the Concrete Cask cover plate is calculated using Reference 14.
4.1.9 The force developed by the missile is calculated using methodology presented in Reference 14.
4.1.10 The change in missile momentum is calculated'during the deformation phase.
4.1.11. The change in angular momentum of the cask during the deformation phase is calculated '
about a point on the bottom rim.
4.1.12 Deformation phase final missile velocity and cask angular velocity are calculated by conservation ofmomentum. >
Client / Project: PGE-01 Revision Prepared Date Checked Date Sheet
Subject:
' TranStor Conciete Cask Tornado, Flood 0 8 e. */a/g <pA 2//(/g 5 Earthquake, and Explosion Analysis '
of ;
CalculationNumber: PGE01-10.02.03-06 21
I SNC Sierra Nuclear Corporation 4.1.13 Restitution phase final missile velocity and cask angular velocity are calculated by equating impulse forces on the missile and cask.
4.1.14 Cask final kinetic energy is calculated and compared to the energy required to overturn the cask.
4.1.15 Shear capacity of the cask at the air outlet level is calculated using the shear friction formula (Ref.15, Section 11.7).
4.1.16 The maximum moment due to impact is calculated.
4.1.17 Section capacity of the uncracked concrete section is calculated per Section 9.5.2.3 of Reference 15.
4.1.18 The effects of tornado winds and missiles are combined in accordance with NUREG-0800, Section 3.3.2.II.3.d [Ref.1]. The stability of the cask is assessed by calculating the cask rotation from the missile impact and applying the wind tipover moment to the cask in this configuration.
4.2 Flood 4.2.1 The buoyancy force on the cask is calculated from the weight of displaced water.
4.2.2 The cask drag force due to stream flow conditions is calculated [Ref.16].
4.2.3 The stream velocity is calculated by equating the moment from drag with the required cask l overturning moment.
l I
4.3 Fnrthaiine l 4.3.1 ~ Concrete Cask natural frequency is calculated.
4.3.2 The DBE and SME loads are calculated and utilized to determine the restoring moment l safety factor which is compared to a corresponding allowable.
4.3.3 Maximum ground displacement necessary to cause tipover is evaluated.
4.3.4 Cask shear stress and moment are calculated and compared to capacities.
Client / Project: PGE-01 Revision Prepared Date Checked Date Sheet Sulject: TranStor Concrete Cask Tornado, Flood 0 s Ac. '/n /16 .qt, z/4/f/ 6 of Earthquake,and Explosion Analysis Calcul: tion Number: PGE01-10.02.03-06 21 l 1
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SNC Sierra Nuclear Corporation 4.4 Exntosion 4.4.1 The force required to slide the cask is calculated. 1 l
4.4.2 The moment required to overturn the cask is calculated. Using this value, the resulting force required to tip the cask is calculated.
4.4.3 The . minimum pressure required to produce the smaller of the sliding or overturning force is . l 1
calculated.
4.4.4 The minimum pressure is compared to Trojan design basis pressure.
5.0 CALCULATIONS i 1
5.1 Tomado 5.1.1 Wind Loads j
. The tornado wind velocity is transforme'd into an effective pressure applied to the cask using procedures delineated in Reference 10. The maximum velocity pressure, p,is determined from the maximum tomado wind velocity as follows:
2 p = (0.00256) V psf = 331.8 psf l
where:
)
V = Maximum tornado wind speed
= 360 mph (bounds Trojan wind speed of 240 mph)
The total tomado wind loading on the projected area of the cask, W., is then computed as follows:
W = p(Cr)(A,) = 34,464 lbs where:
J p = Effective velocity pressure (psf) = 331.8 psf l
Cr = Net pressure coefficient = 0.52 (Ref.10, Table 12) - )
A, =- Projected area of cask normal to wind !
' = 136" 211.5" = 28,764 inz = 199.75 ft2 j i
i l
. Client / Project: PGE-01 Revision Prepared Date Checked Date - Sheet
Subject:
TranStorN Concrete Cask Tomado, Flood 0 s Ac. % /ec gg g/4/94 7 Eanhouake, and Explosion Analysis - /- of Calculction Number: PGE01-10.02.03-06 21
k ;
SNC Sierra Nuclear Corporation \
E The overturning moment acting on the cask is:
M. = (34,464)(211.5/2) = 3.610' lbs-in I
This force and moment are clearly insufficient to tipover or slide a 289,000 lbs cask since the '
7 r;sisting moment of the cask is (289,000) 58.5 = 1.6910 1bs-in and the sliding coefficient of friction (for steel on concrete) is typically used as 0.3 [Ref. 5]. Note that the shortest base dimension of 58.5", considering the air inlet channels at the base, is used; see Attachment A for details.
The critical section for the cask is at the bottom of the cavity. The shear stress, conservatively ignoring the cask liner, is:
Ww/Ax = 3.5 psi where :
Ax= (1362 - 782)(n/4) = 9,748 in2 The Concrete Cask is assumed cantilevered at the base of the liner bottom. The moment due to the wind loading is:
6 M = (W ) (211.5-19.5) / 2 = 3.31 10 in-lb The bending, stress for the same section is:
M/(I y/Cx) = 15.0 psi where:
4 4 7 d Iy= (136 - 78 )(n/64) = 1.510 in 1
Cx =68 m 5.1.2 - Tomado Missiles 5.1.2.1 Local Damage Prediction - Cask Body Local damage of the era body is assessed using the National Defense Research Committee (NDRC) fom1ula [Ref. U]. The depth of penetration, X , as predicted using this approach may be expressed as follows:
l Client / Project- PnF ni Revision Prepared Date Checked Date Sheet Subject Tr==%r" enarra'- C==le Tnr==An pland 0 BAC 2/16/96- JK 2/16/96 8 Farthnnste, and Fvnincinn Anniveic of 3 RS Ifa9{H B A c. L/4/99 Calculation Number: POEn!-10 0103p 21
I SNC Sierra Nuclear Corporation For X/2d s 2.0:
'X = [4KNWd-0.8 (y/g000)l.8 0.5 3 = 5.69 in where:
d = Diameter of missile (8 in)
K = Coefficient depending on the concrete strength
= 180/(fc)0.5
= 2.85 assuming 4000 psi concrete N = Missile shape factor
= 1.14 for sharp nosed-missiles [Ref.13]'
W = Missile Weight (275 lbs)
V = Velocity (184.8 ft/sec)
The minimum depth of concrete necessary to preclude spalling and scabbing is three (3) times the depth of penetration predicted, or 3 (5.69) = 17.1 inches.
Since the minimum thickness of concrete in the cask body (29 inches) is well in excess of this value, it is concluded that adequate protection is provided for local damage due to tornado missiles. 4 5.1.2.2 Local Damage Prediction - Cask Closure Plate s The Concrete Cask is cfosed with a 0.75 inch thick steel plate bolted in place. By calculating the' perforation thickness of a 125 mph,275 lbs, 8 inch diameter artillery shell impacting a steel plate, the ability of the closure plate to adequately withstand tornado generated missiles is established.-
The perforation thickness, T, in a steel plate is given in Reference 14 as:
T = [(0.5)(Mm)(V sJ )2 2/3/672dm = 0.52 in iwhere: ,
1 1
J Client / Project: PGE-01 Revision Prepared Date Checked Date - Sheet
Subject:
TranStor" Concrete Cask Tornado, Flood 0 s A c. S/S /p 9 z////f/ 9 Earthquake, and Explosion Analysis '
of Calculation. Number: PGE01-10.02.03-06 21
r SNC ;
Sierra Nuclear Corporation i 1
'Mm = Missile mass (slugs) = W/g = 275/32.2 = 8.54 slugs l W = Missile weight = 275 lbs g = Acceleration due to' gravity = 3'2.2 ft/sec2 V s= Missile striking velocity (ft/sec) = 184.8 ft/sec dm = Missile diameter (in) = 8 in.
~ Since the cask lid is thicker than the perforation thickness, the lid is adequate to withstand local impingement damage due to tomado generated missiles.
5.1.2.3 Overall Damage Prediction The force developed by the missile (automobile) is calculated using methodology presented in Reference 14. The maximum force, F, is:
F =(0.625)(v)(W) = (0.625)(184.8)(3,960) = 457.4 kips From the principles of conservation of momentum, the impulse of the force from the missile impact on the cask must equal the change in angular momentum of the cask. Likewise, the impulse force due to the impact of the missile must equal the change in linear momentum of the missile. With reference to Figure 5.1-1, these relationships may be expressed as follows:
During the deformation phase, the change in momentum of the missile becomes:
,2, Fdt = M(v, - v,)
Il where:
F = Impact impulse force on missile M= Mass of missile
= 3960 lbs/g
=.123 ' slugs .
t 1= Time a: impact 4
o Client / Project: POE Revision : Prepared Date Checked Date Sheet i Subjeet: TranStor" Concrete Cask Tornado, Flood 0 sac */h. Ar, 43e. 2/1/4' 10 -
l Earthquake, and Explosion Analysis '
of 1 Calculation Number: ' POE01-10.02.03-06 21 I
)
l SNC
, Sierra Nuclear Corporation
't1 = Time at impact 12 = Time at conclusion of deformation phase
.vi = Velocity of missile at impact
= 184.8 ft/sec (126 mph) v2 = Velocity of missile at 12 The change in angular momentum of the cask about a point on the bottom rim becomes :
- 2, # 2, M,dt = (211.5 F)dt = 1,(w, - w,)
il it where, Mc = Moment of the impact impulse force on the cask I-c = Cask mass moment ofinertia about a point on the bottom edge
= (Wcuk/ g)(R2 /4+r2 +g2/3) = 1.75108 slug-in2 wi = Angular velocity at time t1 w2 = Angular velocity at time 12 R = overall radius of cask,68 inches r = shortest case dimension,58.5 inches H. = height of cask,211.5 inches Equating the impulse of the impact force on the missile to the impulse of the force on the cask yields:
2
-(123 s!)[v2 -(184.8 ft/sec) (12 in/ft)) = (1.75 x 1f8 31.in /211.5 in)(w2) where:
v2 = ](58.5 + 68)2 + 211.5 2w2 = 246.4 w2 (see Figure 5.1-1) then, w2 = 0.32 rad /sec, and v2 = 78.8 in/sec During the restitution phase, the final velocity orthe missile will depend upon the coefficient of restitution of the missile, the geometry of the missile and target, the angle ofincidence, and upon the amount of energy dissipated in deforming the missile and target. Based upon .
I pnF.nl Prepared Date Checked Date Sheet I
] Client / Project- Revision l Subject Tran9'ar" Can rata C.=F Tr rn.An, FinnA 0 BAC 2/16/96 JK 2/16/96 tt !
F.nl. p .k, .nd Fvn1neirm An.1ycie J QS 2/g /qq S A e. %/97 of ,
21 l Calculation Number. pnani _in n3 ntnx l & 1
f[ '
e.
SNC Sierra Nuclear Corporation tests conducted by EPRI(Ref: EPRI Repc-t NP-440 Tests 6 and 7),it is assumed that the >
l final velocity of the missile, vr, following the impact is zero. )
Equating the impulse of the force on the missile during restitution to the impulse of the force I on the cask yields: '
-[m(vr- v2)] " I c/211.5(wr- w2) p _Then:
l wr= 0.32 raa/sec l l The final kinetic energy of the cask following the impact, Ek, is then determined as:
Ek "(I c)(*f) /2 8
= [(1.75 x 10 )(0.32)2/2] (1/12) 5
= 7.47 x 10 In-lbf i i
- l. And the energy required to ovenum the cask, Ep, is (see Attachment A): l 6
Ep= (W c)( h) = 4.88 x 10 in-lbf l
Comparison of Enand Epshows that ovenuming of the cask will not occur as a result of impact from tomado generated missiles. The above analysis is conservative since it assumes direct in line impact of the missile with the cask.
.ne shert I rp. city of the Concrete Cask location at air outlet level has also been calculated to evaluate resistance of the cask to tomado generated missiles. The capacity of the concrete section is calculated using shear-friction formula (Ref.15, Section 8.7):
Us = V n= 0.85 Af = 1,106 kips, where, Ar y = (32)(0.44) = 14.1 in 2- total area of reinforcement perpendicular to the shear plane fy = (1.1)(60,000) = 66,000 psi - reinforcement yield strength increased by 10% for
- - dynamic loading (Ref.15, Appendix C) l' L p - = 1.4 - for monolithically placed concrete.
Client / Project- DM n1 Revision Prepared Date Checked Date Sheet
' Subject TraaC*a- Ca-r.e. F eleTnen An FinnA 0 BAC 2/16/96 JK 2/16/96 12 p.a,ni .ie. .nA Fvnineinn Analuele 3 -Rs af,[9q gge %/n of I Cdee'ation Number: POE^!-la n?M-M 21
h -
}'
Sierra Nuclear Corporation L '
The maximum moment due to the impact exists in the cask section adjacent to the bottom:
M = FL'= (457.4)(211.5-19.5) = 87,820 kips in t
Section capacity of the uncracked concrete section has been conservatively calculated per Section 9.5.2.3 of Ref.15 code.
Um " & (frIg/ Yt
) = 94,170 kips in where:
fr = 7.5 (f'c ) 5 = 474.34 (concrete modulus of rupture) f'c = 4000 psi (concrete compressive strength) 4 4 7 4 Ig = 1/4 x (R - r ) = 1.5 x 10 in (gross moment ofinertia of concrete section)
R = 68 in r = 39 in yt = 68 in (distance from centroidal axis of gross section, neglecting reinforcement, to
. extreme fiber in tension.
.$ = 0.9 (strength reduction factor - Section 9.3.2, Ref.15) l 5.1.2.4 Combined Tomado Wind and Missile Loading The effects of tomado winds and missiles have been considered both separately and combined in accordance with Reference 1, Section 3.3.2.II.3.d. The stability of the cask has been assessed by calculating the cask rotation from the missile impact and applying the wind tipover moment to the cask in this configuration.
Equating the kinetic energy of the cask following missile impact to the potential energy .
yields a maximum postulated rotation of the cask as a result of the impact of 2.6 degrees. l Applying the to'al tomado wind load to the cask in this condition results in a tipping 7
moment of 3,810 tin-lbs with the restoring moment calculated to be 1.5410 in-lbs. Hence, l overtuming of the cask under the combined effects of tomado winds plus tomado-generated missiles will not occur.
L l.
' Client / Project + PGF.nl Revision Prepared Date Checked Date Sheet Subject. Tr.ncen TM r%w. e I'..tr Tnen.An FinnA 0 BAC 2/16/96 JK 2/16/96 13 EmWknyalem and Evn1neinn Anniveie 3 2/f [$q QS QC, /I'{Si Uf Cdculation Number PC-E0! 'n ^1npg - 21
E' MISSILE SNC Sierra Nuclear Corporation
/ F1 F2 l [ d' $ CASK l N G '
s l l
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L. 1 I I l
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- uw 16.9, 211.5" d Y I 109.5",
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N \W pf -
- 58.5* M Figure 5.1-1 Sketch of Missile / Cask Impact Geometry l
l l
l Client / Project DM_n1 Revision Prepared Date nierked Date Sheet i
Subject hnGarm Paarrete Ca4 Ta==An, Mand 0 BAC W1M6 JK 2/1 M 6 14 m ahn,.v,.nA vvnineinn A n.1 vere _
3 RS if,f99 pac SAh9 or 21 Calculation Number "OE^Ma ^? n3u
SNC Sierra Nuclear Corporation 5.2 Hand 5.2.1 Immersing Flood Analysis The but; mcy force on the cask, assuming fullimmersion of the cask is computed from the weight of the displaced water:
Fb"(Pw)(V) = 110,950 lbs '
. where:
3 g = Weight density of water = 62.4 lb/ft = 1.94 slugs /ft' [Ref. 5]
V = Displacedvolume of cask = [E 1362 211.5]-
I
= 1778 ft3 4 1728 Assuming full immersion of the cask and steady state flow conditions for an infinite cylinder, the total force due to drag, Fd, is Fd= (C )(P)(y 2
)(A)/2 = 155.0 v2 d
where:
Cd= Drag coefficient which depends on the Reynolds Number (Re) 7
= 0.8 for Re > 10 (which implies v = 16.56 ft/see for water) (Ref.16, Figure 5-7) p = Mass density of water = 1.94 slugs /ft3 u = Absolute viscosity of water = 0.0000273 lb-sec/ft2 .
D = Cask outside diameter = 136 in = 11.33 ft I
~
v = Velocity of stream Sow A = Projected area of cask normal to flow = 199.8 ft2 i
The stream velocity required to overturn the cask is then determined by summing the j g moments of me submerged weight of the cask and the drag force about a point on the bottom )
edge-l i
i Client / Project: PGE-01 Revision ' PreparedQate Checked Date Sheet
Subject:
TranStor Concrete Cask Tornado, Flood 0 3/s/g* 9%e., y .g////g 15 Earthquake, and Explosion Analysis '
of.
Calculation Number: POE01-10.02.03-06 21
I f- i SNC Sierra Nuclear Corporation L
! Fd= (W - F )b(D/2) / (half of cask height) = 155.0 v2 L
l
= (289,000 - 110,950)(58.5) / (211.5/2). = 155.0 v2 Solving:
i v = 25.2 ft/sec (which is greater than 16.56 ft/sec and, hence, Re is greater l j than 10', and the use of C d = 0.8 isjustified). l Any reasonable flood at the Trojan ISFSI site will be bounded by these 25.2 ft/see velocity l and 211.5 inch depth [Ref. 2]. Therefore, no ovenurning of the cask will occur.
5.3 - Eanhauake 5.3.1 Concrete Cask Natural Frequency The fundamental natural frequency of vibration for the cask was determined as shmvn below: 1 l
d fn = [(L)/2n][(E)(I)(b)/(w)(L )) # [Ref. 7)
Where:
i fo = Frequency of the n-th mode ~
L = 3.52 for first moct of vibration E = Modulus ofElasticity
= 57,000 (fc) 5
= 57,000 (4,000 psi)05 i
. = 3,604,996 psi I = I s= 1.49107ind g = 386.4 in/sec/sec L = Height of cask
= 211.5 in w = Uniform weight density ofcantilever
= 289,000/211.5
= 1366.4 lb/in
! Client / Project. pnF.nl Revision Prepared Date Checked Date Sheet Subject Tr=adar canera'- ract Tarn =An Pland 0 BAC 2/16/96 JK 2/16/96 16 Fnrthannlee snd Fvnineinn Anaiveic 3 RS 8[2$f99 lL Ac,, Yi/% Of
$ C=lculation Number: POE0!-10 ^103-M 21
SNC t
Sierra Nuclear Corporation Then:
j 6 7 fn = [3.52/2n] ((3.6 x 10 )(1.49 x 10 )(386.4)/(1366.4)(211.5)'} 5
= 48.8 cycles per second it can be seen from both Reg. Guide 1.60 [Ref.18] and Trojan spectra [Ref. 2] that this l
' frequency is well beyond the ZPA cut-off. Therefore, the dynamic amplification factor for this frequency is 1 and the seismic loads can be treated as static.
5.3.2 Design Basis Earthquake Loads Horizontal seismic load = (Wc)[(0.25)2 + (o,4 0.25)2 30.5 ;
= 0.27W e Vertical seismic load = (0.4 0.17)We= 0.07 W e
-We=289,000 lbs Then:
S.F. = (Restoring Moment /Overtuming Moment)
= [(W c)(1 - 0.07)58.5/(W )(0.27)(109.5)]
c = 1.84 > 1.50 Therefore, the DBE criteda are satisfied.
--5.3.3 Seismic Margin Earthquake Loads Horizontal seismic load = (Wc)[(0.38)2 + (0,4 0.38)2]0.5
= 0.41W e Vertical seismic load = (0.4 0.25)We= 0.1 We We=289,000 lbs Then:
S.F. a (Restoring Moment /Overtuming Moment)
= [(W c)(1 - 0.1)58.5/(0.41W c)(109.5)] = 1.17 > 1.10 i
, Therefore, the SME criteria are satisfied and the cask is stable under seismic loads of the SME.
Client / Project- pnF.n1 Revision l Prepared Date Checked Date Sheet Subject TranStar Ceaneta C==b Ternada Fland 0 BAC 2/16/96 JK 2/16/96 17 l Fmrthnniske and Fvnlacinn Analycie 3 RJ l[f.i(qo sac Y/93 of
! Cciculatic,u Number: POE0! 10 n103-M 21
e SNC Sierra Nuclear Corporation 5.3N Ground Displacement 1
Furthermore, as Figure 5.3-1 shows(see Attachment A for details), a vertical ground displacement of approximately 5.3 ft would be required to move the center of gravity over the ]
edge of the cask in order to cause overturning. This type of ground displacement and/or failure of the foundation is considered to be unrealistic and, hence, it is concluded that in addition to not overturning due to the earthquake inertia loads, the cask will also not overtum due to failure or vertical movement of the foundation. Therefore, based on this analysis it can be concluded that the Concrete Cask will not tipover or fall during a worst-case earthquake at the Trojan site.
i 5.3.5 Seismic Stresses l
The Basket and Concrete Cask are very rugged and, since tue tipover is precluded, their stresses due to design basis or seismic margin earthquake are negligible. The Basket stresses '
- are bounded by the much higher drop accelerations, while the Concrete Cask seismic demands can be calculated as follows:
Shear: V = 0.41 We = 0.41 (289) = 118.5 kips Moment: M = V 1 =(118.5) (211.5-19.5) = 22,750 kip-in By comparison of these values with capacities calculated in Section 5.1.2.3, it can be seen that the cask seismic stresses are small.
I l
l i
i l'
Client / Project- pnF.nl Revision Prepared Date Checked Date Sheet Subject TranS'nem Cnarrata Caeb TnenaAn, Finna o BAC 2/16/96 JK 2/16/96 18
- Fnrthnunke and Fvnineine A nn1mic 3 fRS '/29fi9 BIA( L/' /H of Criculation Number: DOE 0!-!n nin3_ne, 21
SNC Sierra Nuclear Corporation l
, /, /'s\
/ \
\ ,/ \ $ CASK
,v' ,
\ , ,
y \ s s
/,/ \
\
\
i.
\
g s,
\
\
\ \
\
\
\ h '
- i C.G. (CASK 16.9 g \ UPRIGHT)
\
\ \s Y \
N
'\,
\, ,
\,
\ .
N \ \
109.5" f'
\< s a f
\r
\ \
>/
/' 5.3'
'g L
\
- u. ,/\,/ !\ .
I FOUNDATION
'Su 58.5, 68 #
- Figure 5.3-1 Cask Tip-Over Geometry i
Client / Project- pnF.01 Revision Prepared Date Checked Date I Sheet q Subject
- Tr==c'ar Caa"-*- C=eb Tara An Fland 0 BAC 2/16/96 JK 2/16/96 19 Rnwhn,nnle, and Fvnincinn Analyeic j R$ 2///9cg gge, t/s/q9 of Calculation Number POEos _in nin3_y 21 l l
1 SNC i
)
Sierra Nuclear Corporation '
I*
5.4 Exolosion The design criterion is that the explosion cannot slide or ovedurn the cask.
i Force required to slide the cask:
F,iio, = 289,000 lbs 0.3 = 86,700 lbs Moment required to uplift the cask:
M = 289,000 lbs 58.5 = 1.69 x 107 lbs-in l f or the force required to create this moment:
7 Fi oppi, = M / (U2) = 1.69 x 10 / (211.5/2) = 159,811 lbs l
The force required to slide the cask is smaller, thus, sliding controls. The minimum pressure that would mo"e the cask can be back-calculated using the equation from Section 5.1.1:
p = Fea,/ (CrA p) = 86,700 / (0.52 199.75) = 834.7 psf = 5.8 psi This pressure is higher than the Trojan DSAR design basis pressure of 4.4 psi. Therefore, the cask will not slide or tipover as a result of explosion. Safety factor of 5.8 /4.4 = 1.32 is l provided. l l
1 i
' Client / Project- pan.nl- Revision Prepared Date Checked Date Sheet Subject - Tr2n9ar C ancra' r ack T nrn=Ae, Fleed 0 BAC 2/16/96 JK 2/16/96 20
__ Fnrthnsinke and Fvnincinn Anniveic 3 RS l[fAfi$ DAc., */8/qq DI Calcula' tion Number: POE0!-10 ^? 03g - 21
y f
L' SNC Sierra Nuclear Corporation 6.0 ' REFERENCES
- 1. NUREG-0800, Standard Review Plan 2.
Ponland General Electric Co., Trojan Nuclear Plant, Specification no. TD-06,
" Functional Requirements and Specifications for a Dry ISFSI", Revision 1.
- 3. Drawing PCC-001, sheet 1 of 2, Revision 6; sheet 2 of 2, Revision 5.
- 4. l Calc. PGE01-10.02.05-04, Rev. 3, TranStor" Concrete Cask Weight Calculation.
5.
Avallone and Baumeister, Marks' Standard Handbook for Mechanical Eneineers, Ninth Edition.
- 6. Ponland General Electric Co., Trojan Nuclear Plant DSAR.
- 7. Roark and Young, Formulas for Stress and Strain,5th Edition.
8.
NUREG/CR 0098, Development of Criteria For Seismic Review of Selected Nuclear Power Plants,
- 9. Not used. l 10.
ANSI A58.1," Building Code Requirements for Minimum Design Loads in Buildings and Other Structures".
I 1. Not used.
- 12. EPRI NP-440, Full-Scale Tornado Missile Impact Tests,1977 13.
EPRI NP-1217, Local Response of Reinforced Concrete to Missile Impact,1974
- 14. Bechtel Power Corporation, Topical Report BC-TOP-9A, Revision 2.
15.
ACI-349, Code Requirements for Nuclear Safety related Concrete Stmetures,1985.
- 16. .Sabersky, Acosts, and Hauptmann, Fluid Flow.
- 17. Seismic Margin Eanhquake for the Trojan Site,05/93.
- 18. ,
NRC Regulatory Guide 1.60, Design Response Spectra for Nuclear Power Plants, !
Revision 1, December 1973.
I
?
l l
1:
I f'
! - Client / Project- pnF.01 Revision Prepared Date Checked Date Sheet Subject. rmm%,m con ~,,, m 7n,mean, F!nnA ' O BAC 2/16/96 JK 2/16/96 21 Fuhmisk, ~ nnA Fvn1neinn A naivei 1 PDM 11/19/97 AT 11/20/97 l of
. Calculation Number PC.E0i-!n n?_03 nd 3 R.r 2/:/qq e Ac. $4 /n 21 J
F l
SNC Sierra Nuclear Corporation ATTACllMENT A CALCULATION OF CASK TIPOVER PARAMETERS A1.0 Introduction R3 l
This attachment provides the calculation of the TranStor m cask tipover geometric parameters.
A2.0 Calculations l A2.1 Shortest Base Dimension 4
)
i The shortest base dimension for hypothetical cask tipover corresponds to the section at the ends of '
the air inlet channels. Referring to Figure A1, the following angles and dimensions are derived:
, r 6" ' f 6"+48.5"'
a = a sin -
=5.3' p = a cos = 33.0*
< 65"> < 65" ,
y = 90 -a -p = 51.7 f
y' ' 51.7 '
R = Rb cos = 65 cos = 58.5 in
<2, <2, The cask tips about the plane 58.5" from the centerline.
For c.g/at cask centerline and 109.5" above the base, check rotation to place c.g. over the plane:
a, = tan ' 58.5 ' = 28.1 s109.5, .
i Check rotation about 58.5" plane to contact upper edge of chamfer: i e 3 3
a, = tan = 17.5 (68 - 58.5 j Therefore, the cask rotates about upper edge before overturning; check rotation at stability limit for upper edge:
68 a = tan ~' = 32.6' (109.5 - 3s Client /Prrject: PGE-01 Revision Prepared Date Checked Date Sheet
' Subjecti TranStor" Concrete Cask Tornado. Flood 3 RS uc i/21[Yi */s /% Al
- Earthquake.and Explosion Analysis of Calculati'n Number: PGE01 10.02.03-06 A3
V SNC Sierra Nuclear Corporation Cask Tipover-lower edge of chamfer above pad at point of stability: "8 L= 2 x 58.5 x sin 32.6 = 63" or 5.3' (the contribution of the chamfer is not included; conservative assumption)
Vertical height of c.g. :
=
68 h = 126.4" (sin 32.6* j Vertical displacement:
Ah = 126.4"- 109.5" = 16.9" Energy required to overturn the cask:
Ep = 289,000 x 16.9
=
4.88 x 106 in-lb.
1 l
Client /PrIject: PGE-01. Revision Prepared Date Checked Date Sheet
Subject:
TranStor" Concrete Cask Tornado, riood 3 RS V29/91 sac, */8/d]9 A2 Earthquake, and Explosion Analysis - of Calculation Nurnber: PGE01 10.02.03-06 ' A3
/
SNC ,
Sierra Nuclear Corporation l -,
Figure Al - Base of TranStorm Storage Cask l
= 136 = ns
=
(48.5) =
(12) =
(48.5) =
7
, / g.
l- : ~
, R
/
/ \ ,
s ) i i
/
7 64.75 \
/ '
i g
\
/ g N\ ~
! \
s ,- 1 1, - _
i l i i
\ j !
1 j i
\ i / <
3" = A f
\ /
\ /
/
I l
l.
Prepared Date Checked Date Sheet Client / Project:- PGE-01 Revision RE 2/ /91 6 h c- 2/8/91 A3
Subject:
TranStor Concrete Cask Tornado, Flood .3 of Earthquake, and Explosion Analysis A3 Calculation Number: PGE01-10.02.03 06 ~