ML20207A869
| ML20207A869 | |
| Person / Time | |
|---|---|
| Site: | 07109268, 07201023 |
| Issue date: | 02/25/1999 |
| From: | Baskin J, Price W, Srinivasan R SIERRA NUCLEAR, INC. |
| To: | |
| Shared Package | |
| ML20136H802 | List: |
| References | |
| TSL1-10.06-65, TSL1-10.06-65-R03, TSL1-10.06-65-R3, NUDOCS 9903050289 | |
| Download: ML20207A869 (12) | |
Text
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I PROJECTNO.: TSL-01 SNC NO.: TSLI-10.06 65_
REVISION NO.: 3 DESIGN CALCULATION TranStor CONCRETE CASK LOAD COMBINATION EVALUATION nV l
PREPARED BY SIERRA NUCLEAR CORPORATION APPROVED B C
DATE: dtI.
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' APPROVED BY:
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jitle: Transtoru Concrete Cank Load Combination Evaluation SNC No: TSL1-10.06-65 i
REVISION CONTROL SHEET l
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SNC Sierra Nuclear Corporation
1.0 INTRODUCTION
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The TranStor Concrete Cask structure is designed to meet the requirements of ANSI 57.9. This calculation provides evaluation of the load combinations required by that standard. This calculation also demonstrates conformance to the load combinations of ACI-349.
2.0 RESULTS/ CONCLUSIONS All TranStor Concrete Cask components satisfy the design load combinations allowables.
3.0 DESIGN INPUT AND ASSUMPTIONS 1
1 3.1 Design Input for the TranStor concrete cask load combinations is provided by References 5,7,8 and 10. Specific references are included in Section 5.
l 4
3.2 '
Based on ANS157.9 [Ref.1, Section 6.17.3.1], the following Concrete Cask load combinations are addressed:
Load Dead Live Wind Temp Seismic Accident Tomado Soil
' i Combination Missile Pressure a
1.4D
+1.7L b
1.4D
+1.7L
+1.7H l
C 0.75(1.4D
+1.7L
+1.7W
+1.7To
+1.7H) l d
0.75(1.4D
+1.7L
+1.7To
+1.7H) l e -
D
+L
+To
+E
+H l
f D
+L
+To
+A
+H l
g D
+L
+T,
+H l
h D
+L
+T.
+Wt
+H l
i D
= Dead Load L
= LiveIoad To
= Normal Temperature Imad H
= Soil Pressure Load E
= Earthquake Load W
= Wind lead W:-
= Tornado Missile Load T.
- = Accident Temperature Load A
= Cask Tipover Load 1;lient/ Project TRI,01 Revision Prepared Date Checked Date Sheet Subject raeata enk I n=A cambia =tiane 0
BAC 6/3/96 JK 6/3/96 1
1 JK 2/97-BAC 2/97 oI Calculation Number: T.SL MM5 2
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SNC Sierra Nuclear Corporation 3.3 These load combinations can be reduced to the set shown below:
)
a,b 1.4D + 1.7L c,d 0.75 (1.4D + 1.7L + 1.7To) e D + L + To + E f,g D + L + To + A h*
D + L + To + W This load combination has been added to meet the intuit of ANSI 57.9 and to show l
that the structure also meets ACI 349 load combinations (Ym = W ).
I 3.4 Other loads of ANSI 57.9, Section 6.17 and ACI 349, Section 9.2 are nc
, plicable for the following reasons:
a)
Normal and accident pressure for the concrete cask is zero (0) since the cask is open to atmosphere. Therefore, there is no P. [Ref. 2].
b)
There are no loads associated with attached piping and equipment because the concrete cask is a free-standing structure. Thus, there is no Ro, R., Yj, Yr [Ref.
2].
c)
There are no liquid or soil pressure on the cask (flood pressure is negligible). Thus,
~')
there are no F (not shown in Table in Section 3.2) and H [Refs. I and 2].
l As shown in Reference 8, tornado wind does not overturn the cask. However, the d) wind pressure is combined with the tornado missile impact load (Ref.1 and 2).
e)
(deicted) l O
Client /Projeet TRI 01 Revision Prenared Date Checked Date Sheet Subject. r'nneret, co+ r ma enmhin2,inne 0
BAC 6/3/96 JK 6/3/96 2
1 JK 2/97 BAC 2/97 of Calculation Number TSL-10.06-65 2
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SNC Sierra Nuclear Corporation 4.0 METHODOLOGY
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4.1 Dead Load is calculated using design input from weight calculations [Ref. 5) and the concrete cask geometry [Ref.10]
4.2 Live load stresses are calculated for the liner, bottom, and wall using weight inputs from Reference 5 and cask geometry from Reference 10.
4.3 Applicable shear and normal stresses are added c.s presented in Section 3.
4.4 Thermal Load is determined from Reference 7.
4.5 Seismic Stresses and Tornado Loads are determined from Reference 8.
4.6 Cask tipover is not a credible event per Reference 8. The tipover accident is considered to be a beyond design basis event. Thus, the tipover load is not inclu.ded in the load combination. However, an accident analysis of a hypothetical cask tipover is presented in pa Reference 4. The accident analysis evaluated the consequences of the tipover accident and showed that the deformations of the concrete cask and basket would be within tolerable limits.
4.7 Resulting load combination axial force, shear and moments are compared with the r'3 corresponding section allowables to determine acceptabihty.
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~J Client / Project: TSI 01 Revision Prepared Date Checked Date Sheet r
Subject:
Concrete Cask Load Combinations 1
JK 2/26/97 BAC 2/26/97 3
2 RS 11/15/98 PDM 11/17/98 of Calculation &mber: TS!.01 10.06.65 3
R.s 2/24197 sdP 2/2Voo l 10
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Sierra Nuclear Corporation
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CALCULATIONS
. f M 5.0 s*J Dead Load (D)'
5.1 l
The total ' eight of the loaded Concrete Cask is taken as 320,000 lb [Ref. 5, conservative).
w Conservatively assuming that this whole weight is taken only by the 12-inch wide center
- strip contacting the ground at the concrete cask bottom [Ref.10] and using 5% dead weight increase per ANSI 57.9.
- Axial Force, P = 320,000 x 1.05
= 336 kips 4
~P-320,000 x 1.05 -
cr = - = -
= -0.22 ksi - compress. ion A
12-(136 - 2 3)
U
\\
t=0 j
5.2-Live Load (L)
The live loads for concrete cask are the weight of snow and ice and the weight of the (7
loaded Transfer Cask.
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5.2.1 Snow and Ice i
The criterion for determining design snow loads is based on ANSI 58.1, Section 7.0 [Ref.
9]. Flat roof snow loads apply and are calculated from the following formula:
l pr = 0.7C.C lp, = (0.7)(0.8)(1.0)(1.2)(100) = 67.2 psf = 0.47 psi i
where:
pr = Flat roof snow load (psf)
C = Exposure factor = 0.8 Ci= Thermal factor = 1.0 I = Importance factor = 1.2 p, = ground snow load, pounds per square foot = 100 psf e
Client /Proje+ TRT,01 Revision Prept. red Date Checked Date Sheet Subjectda=1, r.a i nmi cnmhir,.,;ane 0
BAC 6/3/96 JK 6/3/96 4
1 JK W97 BAC W97 of Calculation Number ' TSL;10M45 '
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SNC Sierra Nuclear Corporation 7
3 The numerical values of C., Ci, I, and p, are obtained from Tables 18,19,20, and Figure 7, I
respectively, of Reference 9.. The exposure factor accounts for wind effects. The ISFSI site is conservatively assumed to have siting category A which is defined to be a " windy area with roof exposed on all sides with no shelter afforded by terrain, higher structures, or i
trees." The thermal factor account's for the thermal condition of the structure. Due to the presence of substantial heat load in the storage system, it is classified as a heated structure.
l The storage system cask is conservatively classified as Category III which is the highest category in the ANSI standard. Ground snow loads for the contiguous United States are l
l
' foot was assumed.
given in Figures 5,6, and 7 of Reference 9. A worst case value of 100 pounds per square Axial Force - = 0.47 x x x 68 2
l
= 6.83 kips Stress in the concrete (bottom strip) due to the snow and ice (conservative):
l 2
p' x 68 i
o=
= -0.004 ksi - compression, negligible, j.
12-(136 - 2 3) i i
T=0 i
5.2.2 Transfer Cask Load i
iO The weight of the loaded Transfer Cask (P=215.0 kips - Ref. 5, conservative ) is taken by
- l. :
. the steel liner and then by the cask bottom.
1 1
j Stress in the liner (at air outlets):
i b
215.0 kips 1.05 a=-
_ = -10.5 ksi - small compression
'4.7"+.7"'
2"thk 4
y 2
- Stress in the bottom (at cask center contact strip):
215.0 kips 1.05
-0.15 ksi - negligible compression.
.a=-
=
12-(136 - 2 3)-
t=0 I
O Client /Proj-** Tm n1 Revision Prepared Date Checked Date Sheet Subject c--e-r-b M ra=Ma=*ia==
0 BAC 6/3/96 JK 6/3/96 5
1 JK.
2/97 BAC 2/97-of-Criculation Number: TSL-10M5 2
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.5.3 i ThennalLoad-l From the Concrete Cask thermal stress analysis (Ref. 7]:
Nonnal Off-normal Condition Condition Max. concrete stresses (compression) -
0.4 ksi 1.2 ksi
- Max, liner stress:
1.4 ksi 1.4 ksi l
Max. axial rebar stress:
15.3 ksi 40.6 ksi l
Max. hoop rebar stress:
18.5 ksi 49.2 ksi l
l Max bottomplate:
4.0 ksi 4.0 ksi l
Max. cover plate:
2.0 ksi 2.0 ksi l
~
Max. thermal moment ~(hoop) 410 kips-in/ft 1,094 kips-in/ft l
' Max. thermal moment (axial)
= 340 kips-in/ft 900 kips-in/ft l
i All liner stresses are well below yield strength of the material (36 ksi ). Stresses in the rebars are also below the yield values. Note that Appendix A of ACI-349 (Ref. 2) permits combination of stresses due to thermal load and other external loads. However, to respond
. to a question raised by the NRC Staffin 2-RAI 3-9, the thermal moments are compared to the capacity of the concrete shell in Section 5.8. Note that the thermal moments are local j
in nature; in other words they do not cause any overall bending of the concrete cask.
5,4 Seismic Load (E)
From the Concrete Cask tornado, flood, and earthquake analysis {Ref. 8)
Shear Force,V:
259.2 kips Axial Force, P:
160 kips Moment, M:
52,618 kip-in f.5 Tornado wind and missile load (W) 5 i
Client /Proje TU n1 Revision Prepared Date Checked Date Sheet Subject c-=** r=* i w ra=hi==dani 0-BAC 6/3/96 JK 6/3/96 6
1-JK 2/97 BAC 2/97 of Calculation Number TSL-10N 45 2
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SNC Sierra Nuclear Corporation
)
From the Concrete Cask tornado analysis (Ref. 8]
Required shear capacity: V = 457.4 + 36.3 = 493.7 kips l
Required moment capacity: M = 92,850 + 4,030 = 96,880 kip-in l
Available shear capacity (per ACI 349): V = 1,106 kips Available moment capacity (per ACI 349): Mo= 105,290 kip-in 5.6 (deleted) l 5.7 Concrete Load Allowables The minimum specified strength of the concrete is 4 ksi. The allowable stresses per ACI 349 are.
c.n = 0.7 4 = 2.8ksi cr n = 0.9.f, = 0.9 7.544000 = 0.43 ksi r,y = 0.85 2J4000 = 0.11ksi
',_s s
Axial Load Capacity =
2.8.12.(136-6) 4,368 kips
=
(Note that the axial capacity is determined based on the 12in x 130 in strip at base, excluding the 48.5"x3" air vents; also the rebar capacity is not included to provide a conservative estimate).
i l
Client /Projert *rRI.m Revision Prepared Date Checked Date Sheet i
Subject Cancreta Cact-T ^ad enmhinatinne 0
BAC 6/3/96 JK 6/3/96 7
1 JK 2/97 BAC 2/97 of j
al#+/7s 10 Calculation Number:-TSL-10N45 2
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SNC Sierra Nuclear Corporation 5.8 Load Combinations for the Concrete:
(
)
The load combinations for the overall effects and local effects are presented in Sections 5.8.1 and 5.8.2 respectively. The mechanical loads including, dead load, live loads, seismic, and tornado cause overall effects on the concrete cask. The effects include axial force, shear and bending moment on the entire section of the concrete cask. The thermal loads due to the temperature gradient across the concrete section produce forces and moments that are local in nature," local bending"of the shell.
5.8.1 Overall Effects The combined axial forces, shear, and moments for the various load combinations for the overall effects on the concrete cask are presented in the following table. They are compared to the corresponding allowables. It is seen that in all cases the forces (kips) and moments (kips-in) are significantly less than the allowables.
Load Comb Load Camp Comb.
No DL LL Seismk Thermal Tomado Forces Allow.
a,b P
(l.4).336 (t.7 )
482 4,368 6.8 v
M l
<~~x c,d P
(1.05)
(1.27) 362 4,368 336 6.8
(-.j y
1 M
l e
P 336 6.8 160 503 4368 l
V 259 259 1106 l
M 52,618 52,618 105,290 l
g P
336 6.8 343 4,368 l
V l
M l
h P
336 6.8 343 4368 l
V 494 494 1,106 l
M 96,880 96,880 105,290 l
l O
Client / Project TRI 01 Revision Prepared Date Checked Date Sheet Subject rnnerete enet I nna enmhinntinne 0
BAC 6/3/96 JK 6/3/96 8
1 JK 2/97 BAC 2/97 of l
C1culation Number 4%10.06-65 2
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SNC Sierra Nuclear Corporation i
5.8.2. Local Effects
(
. The local effects due to the normal and accident temperature conditions are presented in the following table. As stated in Section 5.3, the thermal loads produce only local bending of the concrete cask. The allowable moment capacity of the concrete cask in the hoop and axial directions are calculated below:
Allowable Moment (Hoop):
e-3 d 5 A f, s
M"~ = M" * = $. A f' -
~
=
s O.85flb
(
s
= 0.9 2 0.44 60,0001.1 27 2 0.44 60,0001.l' = 1,381 kips -in 1.7 4,000 1.24 12s s
(Note: + moment corresponds to tension in outer rebars)
Allowable Moment (Axial):
Since the rebar (outer) provided in the axial direction, #6 @ 6" (nominally), is the same as in the outer hoop direction, the M* (axial) is the same as M+ (hoop). The thermal q
gradient through the cask is such that it causes tension in the outer rebars. Thus, the V
allowable moment listed corresponds to M+.
i Load Load Thermal Total Comb Comp Load Load Allow.
i No c,d -
M (axial)
(1.27) 432 1,381 (kips-in)
'340 M (hoop)
(1.27) 521 1381 (kips-in) 410 e
M (axial) 340 340 1,381 l
M (hoop) 410 410 1,381 l
g M (axial) -
900 900-1,381 l
M (hoop) 1094 1094 1381 l
h M (axial) 340 340 1,381 l
M (hoop) 410 410 1,381 l
~
It is seen that in all cases, 'he thermal moments are less than tl$e~section strength.
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Client /Projact TRI n1 Revision Prepared Date Checked Date Sheet l Subject cancrata rad I nad Camhina' inns 0
BAC 6/3/96 JK 6/3/96 9
t 1
JK 2/97-BAC 2/97 of l-Calculation Number: TSL-10M45 2
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SNC Sierra Nuclear Corporation
6.0 REFERENCES
4 l.
ANSI 57.9, Design Criteria for ISFSI (Dry Storage Type),1984 2.
ACI 349, Code Requirements for Nuclear Safety Related Concrete Structures,1985 3.
Not Used 4.
Calc TSL01-10.06.70, TranStor Concrete Cask Hype,thetical Accident Analyses, Rev.1.
5.
Calc TSLO!-10.06-01, TranStor Storage System 'Veight and CG Calculation, Rev.2.
6.
Not Used 7.
Calc TSL01-10.06-72, Concrete Cask Thermal Stress Analysis, Rev. O.
8.
Calc TSL01-10.06-64, Tornado, Flood, and Earthqur.ke Analysis, Rev.1.
9.
ANSI 58.1, Minimum Design Loads for Buildings and Other Structures,1982 10.
Drawings TCC-001,"TranStor Storage Cask", Sh.1 of 2, Rev.1.
r3 i
l L,'
O Client / Project: TSL-01 Revision Prepared Date Checked Date Sheet
Subject:
Concrete Cask Load Combinations 1
JK 2/26/97 BAC 2/26/97 10 2
RS 11/15/98 PDM 11/17/98 of Calculation Number: TSL01 10.06.65 3
9J 414[c6 UP z#5/77 10