ML20211P700
| ML20211P700 | |
| Person / Time | |
|---|---|
| Site: | 07200022 |
| Issue date: | 09/03/1999 |
| From: | Aloysius D, Boakye S, Chang T STONE & WEBSTER ENGINEERING CORP. |
| To: | |
| Shared Package | |
| ML20211P637 | List: |
| References | |
| 04, 04-R04, NUDOCS 9909140076 | |
| Download: ML20211P700 (73) | |
Text
STONE C YrEBSTER ENGINEERING COTJO3ATION CALCULATION TITLE PAGE
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s mo memouri CLIENT 6 PROJECT PAG E 1 O F $ 5 + 91wSc.p:r PaivATs. vtst Stenue, LLC- %ATs Fvet. 9TonMe VActuw 4 Aedgeds (%.)
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STONE & CEBSTEQ EMINEERING COAPOR ATION CALCULATION TITLE PAGE
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STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET 3,,,,
CALCULATION IDENTIFICATION NUMBER J.G. OR W.O. NO.
OtVISION & GROUP CALCULATION NO.
OPTIONAL (ASK CODE 05996.02 G(B) 04 - 4 N/A TABLE OF CONTENTS TITLE PAGE....
1,1A TABLE OF CONTENTS..............
.....2 RECORD OF REVISIONS.........
.3 OBJECTIVE OF CALCULATION.......................
.4 DATA / ASSUMPTIONS......
.4 FOOTING PLAN AND PROFILE.....
.6 l
DETAll OF FOOTING CONFIGURATIONS...........
.7 GEOTECHNICAL PROPERTIES....
.8 a
STATIC BEARING CAPACITY TOTAL STRESS ANALYSIS.
.. 9 1
STATIC BEARING CAPACITY EFFECTIVE STRESS ANALYSIS...
..10 SEISMIC ANALYSIS: CASE 1 - SEISMIC SLIDING RESISTANCE ANALYSIS,
........... 1 1.
+ ts.k. Te F i
SEISMIC ANALYSIS: CASE 2 - BEARING CAPACITY (w/ EQv and EQh)...
15 SEISMIC ANALYSIS: CASE 3 - BEARING CAPACITY (w/ EQh).
..18 DYNAMIC BEARING CAPACITY OF PAD: 2 CASK CASE...
.20 DYNM 4lC BEARING CAPACITY OF PAD: 4 CASK CASE.
.28 DYNAhnic DEARING CAPACITY OF PAD: 8 CASK CASE.
. 38 DYNAMIC BEARING CAPACITY OF PAD:
SUMMARY
.46,468 4A CONCLUSIONS..............
.48 j
REFERENCES...
..49 TAB L E S......................................
. 50 FI G U R E S.............................................
.53 ATTACHMENTS No. of f - 4 N Telecon 6-19-97 between SMMacie and WTseng and PJTrudeau.
1 B: pp.174181 of ICEC calc. SC(PO17)-1, Rev 0, ' Storage Pad Analysis and Design"
.8 k
STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATloN NUMBER J.o. oR W.o. No.
OlvlSloN & GROUP C ALCULATioN No.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A RECORD OF REVISIONS REVISION 0 Original Issue REVISION 1 Revision 1 was prepared to incorporate the following:
Revised cask weights and dimensions Revised earthquake accelerations e
Determine qa as a function of the coefficient of friction between casks and pad.
REVISION 2 To add determination of dynamic bearing capacity of the pad for the loads and loading cases being analyzed by the pad designer. These include the 2-cask,4-cask, and 8-cask cases. See Attachment A for background information as well as bearing pressures for the 2-cask loading.
REVISION 3 The bearing pressures and the horizontal forces due to the design earthquake for the 2-cask case, which are described in Attachment A, are superseded by those included in Attachment B. Revision 3 also adds the calculation of the dynamic bearing capacity of the pad for the 4-cask and 8-cask cases and revises the cask weight to 356.5 K, which is based on Holtec Hi Storm Overpack with loaded MPC-32 (heaviest assembly weight shown on Table 3.2.1 of Hi-Storm TSAR, Report HI-951312 Rev.1 - p. C3, calculation 05996.01 G(B)-05-0).
REVISION 4 Updated section on seismic sliding resistance of pads (pp.1114F) using revised ground accelerations (horizontal = 0.528 g; vertical u 0.533 g) and revised soil parameters (c = 1220 psf; $ = 24.9 *).
The driving forces used in this analysis (EOhc and EOhp) are based on higher ground accelerations (0.67g horizontal and 0.69g vertical). These forces were not revised for the lower ground accelerations (0.528g horizontal and 0.533g vertical) and will require confirmation at a later date.
Added a section on sliding resistance along a deeper slip plane (i.e., on cohesionless soils) beneath the pads.
Updated section on dynamic bearing capacity of pad for 8-cask case (pp. 38-46). Inserted pp. 46A and 468. This case was examined because it previously yielded the lowest q, among the three loading cases (i.e.,2-cask. 4-cask, and 8-cask). The updated section shows a calculation of qa based on revised soil parameters (c and $). Note: this analysis will require confirmation and may be updated using revised vertical soil bearing pressures and horizontal shear force 5, based on the lower ground accelerations of 0.528g horizontal, and 0.533g vertical.
Modified / updated conclusions.
NOTE:
SYBookys prepared /DLAloysius reviewed pp.14 through 14F.
Romainhag pages prepared by DLAloysius and reviewed by SYBoakyo.
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CALCULATION SHEET 3 FED gR 3 ' 5997 sp.L ess CWD 430A1 110 C ALCUL ATION IDENTIFICATION NUMBER J.O. O R W.O. NO.
DIVISION & GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE 9 os 996. 01 G(S)
O+-3 i
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DIVISION 0 GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE 10 os 5%.o i G'O o+-5 i
5%TW SEARWG cAPAcm-EUE.T.JE mt MALeis 1 0 4
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%; sl{ f b 5SY G ll =
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og a = I,8Aopsf y
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STONE & WEBSTER ENGINEERING CORPOCQATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER PAGE 1 J.0, O R W.O. NO.
OlvaSION & GROUP C ALCUL ATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04-4 N/A SEISMIC ANALYSIS: CASE 1 - Seismic Sliding Resistance Analysis Active Earth Pressure Material around the pad is Crushed stone having the following properties y = 125 pcf
& = 40*
H = 3 ft.
2 Pa = 0.5 H y Ka Ka = (1 - sin $)/(1 + sin $) = 0.22 Pa = [0.5 x (3 ft)" x 125 pcf x 0.22] x 64 ft. (length)/ storage pad = 7,920 lbs.
Dynamic Earth Pressure for a c H ve co n c{sys'e+2s, th s cm_hin g4 5fafic and 4ynemic /m fe rs( torft, p ascun h eim b
j y
~*
K
=
2
~'~
cos0 cos =c cos(8 + *C + 0 )
1+
cos(s +*c+ 0)cos. Q -*c)
... (19) re, 0 = can
... (20) y
/ = slope of ground surface behind wall M=
slope of back 'of wall to vertical
- h = horizontal seismic coefficient; a positive value corresponds to a horizontal inertial force directed toward the wall
- C vertical seismic coefficients a positive value v=
corresponds to a vertical inertial force directed upward 6= angle of wall friction I = friction angle of the soil 3=
acceleration due to gravity and P
= 1/23 H K g
g
,,, g g )
where P = combined atstic and dynamic active lateral g
earth pressure force T=unitweightofsoil R = vall height i
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STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET 1
soio.:
CALCULATION 1DENTIFICATION NUMBER PAGE d a,0. O R W.O. NO.
OlVISION & GROUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04-4 N/A g=a=0 o.s n g = f u
= ff b I - o, f 33
$ =yo' A ;n s>cimo Nng sin f 6) - o ud cos ('f.gp ;
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I 0 533
.nE =
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99
=
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= h X 12 b p cf y 3 fe'y 1 92 x4tft.f ~y
~
= 49.I kipr
=h j
STONE & WEBSTEH ENGINEERING COHPOHATloM so,o.2 CALCULATION SHEET CALCULATION IDEHTIFICATION NUMBER PAGE h J.O. O R W.O. NO.
OlVISION & GRO'.,P CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A Weiahts I
Casks: We = 8 x 356.5 K/ cask = 2,852 K Foundation: Wf = 3 ft. x 64 ft. x 30 ft/ x 0.15 kips /cu.ft. = 864 K Earthauake Forces EOh = horizontal earthquake force = 0.528 g i
EQv = vertical earthquake force = 0.533 g
- 1. Casks EOvc = - 0.533 x 2852 K = -1520 K (minus sign relates to uplift force)
EOhc, = 2030 K (acting short direction of pad)
EOhey = 1330 K (acting in long direction of pad)
Note: values for EOhc are referred to in Attachment B and are based on higher ground accelerations (0.67 g horizontal and 0.69 g vertical). These values were not calculated for lower ground accelerations and will require confirmation at a later date.
- 2. Foundation Pad EOvp = - 0.533 x 864 K = - 461 K EQhp = 579 K Note: the value for EQhp is referred to in Attachment B (i.e., as P) and is based on higher ground accelerations (0.67 g horizontal and 0.69 g vertical). This value was not calculated for lower ground accelerstbns and will require confirmation at a later date.
Analysis of Slidina Resistance for Storace Pads The factor of safety (FS) against sliding is defined as follows:
FS = resisting force + driving force For this analysis, the resisting or tangential force (T) below the base of the pad (i.e., at Layer 1) is defined as follows:
T = (N tan ($)] + [cBL)
- where, I
STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER PAGE 1 J.O. O R W.O. NO.
O! VISION & GROUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A N (normal force) = I, Fv = We + Wf + EQve + EQvp
$ = 24.9* (for Layer 1 silty clay) c = 1220 psf (1.22 ksf)
B = 30 feet L = 64 feet Minimum sliding resistance exists when EQve and EQvp act in an upward direction. For upward force:
N = 2852 K + 864 K + (- 1520 K) + (- 461 K) = 1735 K T = (1735 K x tan (24.9*)) + (1.22 ksf x 30 ft x 64 ft) = 3148 K The driving force is defined as:
FA + EQhp + EQhe FA, EQhp, and EQhe have been defined above.
The equation used for calculating factor of safety is as follows:
FS = T + (FA + EQhp + EQhc)
For this analysis, the larger value of EQhe (i.e., acting in the short direction of the pad) was used because it produces a lower and thus, more conservative factor of safety.
FS = 3148 K + (69.1 K + 579 K + 2030 K) = 1.18 The above analysis provides a factor of safety > 1.1, which is a minimum value that is considered to be " safe" against sliding. The driving forces used in this analysis (EQhe and EQhp) are based on higher ground accelerations (0.67g horizontal and 0.69g vertical). These values were not calculated for the lower ground accelerations (0.528g horizontal and 0.533g vertical) considered in this calculation and will require confirmation at a later date. At present, however, it is assumed that these forces will yield what could be considered worst-case factors of safety against sliding.
Analysis 2: Evaluation of Slidina on Deep Siio Surface Beneath the Pads Adequate factors of safety against sliding have been obtained with the storage pads under the maximum components of earthquake motion. The shearing resistance has come from the undrained shear strength of the clayey silt / silty clay layer which is not much affected by upward acting earthquake loads. A silty sand / sandy silt layer underlies the clayey layer at a depth of about 10 ft. The shearing resistance of this layer is directly related to the normal stress if cementation effects are ignored. Earthquake motions resulting in upward forces reduce the normal stress and the shearing resistance. Factors of safety against sliding in such materials
STONE & WEOSTEH ENGINEERING ConPonATioN CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER PAGE/f.d J.O. O R W.o. NO.
OlVISION & GROUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A can be low if the maximum components cf the ground motion are combined. The effect of such motions are best evaluated by examining the displacements the structure will undergo.
Newmark's method is used to estimate the displacement of the mat foundations assuming they were founded on the sand layer. For motion to occur on a slip surface in the sand layer the slip surface must pass through the overlying clay layer. The simplification therefore results in some conservatism. A friction angle of 30 was used for the sand to allow evaluation of a loose sand layer directly under the mat foundations. The deeper layers of sand are medium dense to denso I with a higher friction angle.
The ground motions for the analysis requires confirmation. Accelerations used for the displacement analysis (Rev 0) are higher than the revised accelerations (Rev.1) Maximum ground velocities were estimated by using the maximum horizontal velocities of the mat in the Canister Transfer Building and scaling it down with the ratio of the maximum accelerations.
Estimation of Horizontal Displacement usino Newmark's Method i
Maximum Ground Motions The maximum ground accelerations and velocities at the Storage Pads are as follows:
a = 0.67 g (North-South) x a = 0.67 g (East West) Assumed to be equal to the North-South component.
r a = 0.69 g (Vertical) y Assume maximum ground velocities / acceleration relationships can be approximated by the values from the Canister Transfer Building area (Calculation #05996.02-SC-5 pg 37) in the Table below Canister Blda North-South Vertical East West Acceleration 0.805g 0.720g 0.769g Velocity 21.7 in/sec 19.8 in/sec Velocity in N-S direction = 0.67 x 21.7/0.805 = 18.1 in/sec Velocity in E W direction = 0.67 x 19.8/0.769 = 17.3 in/sec The maximum ground motions for the analysis of the storage pads are as follows:
Storage Pads North South Vertical East-West Acceleration 0.67g 0.69g 0.67g
9 STONE & WE5 STER ENGINEECQiNG CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER PAGE[.18 J.O. OR W.O. NO.
OlvisiON & GROUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A Storage Pads North-South Vertical East-West Velocity 18.1 in/sec 17.3 in/sec j
- 2. Load Combinations The displacement estimate is made with the maximum earthquake ground motions in the vertical, north-south (N-S), and east-west (E-W) directions using the allowable combination factors of 100% maximum motion in one direction combined with 40% of the maximum motions in the other two directions. The following ground motions result from the three possible 1
combinations.
Load Combination 1: 100% Vertical, 40% N-S,40% E W (Load #1)
Load Combination 2: 40% Vertical,100% N-S,40% E-W (Load #2)
Load Combination 3: 40% Vertical, 40% N-S,100% E-W (Load #3) i
- 3. Ground Motions for Analysis i
Load #
North-South Vertical East-West i
^'
Accel Velocity Accel Accel Velocity j
1 0.268g 7.24 in/sec 0.6900 0.268g 6.92 in/sec 2
0.670g 18.1 in/sec 0.276g 0.268g 6.92 in/sec j
3 0.268g 7.24 in/sec 0.2760 0.670g 17.3 in/sec
- 4. Determination of N n
Fww y 4-k F,
> T=tArea I
9 Newmark defines NW as the steady force applied at the center of gravity of the sliding mass in the direction which the force can have its lowest value to just overcome the stabilizing forces and keep the mass moving.
For a block sliding on a horizontal surface, NW = T Where T is the shearing resistance of the block on the sliding surface.
Shearing resistance, T = t x Area
STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER PAGE $
J.O. O R W.O. NO.
OlvlSION & GROUP C ALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A T = en tan $
where o = Normal Stress n
& = Friction angle of sand layer e = (Net Vertical Force)/ Area n
= (F,- F,(Equ))/ Area T = (F,- F,(E,3) tan $
NW = T N = ((F,- Fv(Equ3) tan $)/W LOAD COMBINATION 1 Static Vertical Force, F, = W = Weight of casks and pad Static Vertical Force, F, = W = 3716 kips Earthquake Vertical Force, F,(Equ> = a x W/g y
= 0.69 x 3716
= 2564 kips
$ = 30 For load combination 1,100% of upward earthquake force is applied to obtain net vertical force N = ((3716-2564) tan 30)/3716 N = 0.179 2
2 Resultant Acceleration in horizontal direction, A = ( 0.268 + 0.268 )o.s
= 0.379 Resultant Velocity in horizontal direction, V = ( 7.24 + 6.92 )o.s 2
2
= 10.02 in/sec N/A = 0.179/0.379
= 0.472
STONE & WEQSTER ENGINEERING CoRPoRQTloN CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER PAGE 1 0 J.O. O R W.O. NO.
DivaSION & QROUP C ALCULATION NO.
OPT 60NAL TASK CODE 05996.02 G(B) 04 - 4 N/A Maximum relative displacement of building relative to the ground, u from Newmark m,
(Newmark,1965) is u = (V (1-N/A))/(2gN) m
= 10.02' (1 - 0.472 )/ (2x386.4x0.179)
= 0.4" The above expression for the relative displacement is an upper bound for all the data points for N/A less than 0.15 and greater than 0.5, Fiaure 3. Within the range of 0.5 to 0.15 the following expression (Newmark,1965) gives an upper bound for all data.
u = V /(2gN) m Substituting the relevant parameters for load case 1 2
u = 10.02 /(2x386.4x0.179) m
= 0.7" Therefore maximum relative displacement ranges from 0.4" to 0.7" LOAD COMBINATION 2 Static Vertical Force, F, = W = 3716 kips Earthquake Vertical Force, Fv(Equi = 2564 kips x 0.40 = 1026 kips
$ = 30 N = ((3716 - 1026) tan 30)/3716 N = 0.418 Resultant Acceleration in horizontal direction, A = ( 0.670' + 0.268 ) ~5 2
= 0.722 2
Resultant Velocity in horizontal direction, V = ( 18.1 + 6.92 )o.s
= 19.4 in/sec N/A = 0.418/0.722
STONE & WEBsVER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER I
PAGE N J.O. OR W.O. NO.
DivaSION & GROUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04-4 N/A
= 0.579 Maximum relative displacement of building relative to the ground, u from Newmark m,
(Newmark,1965) is 2
u = (V (1-N/A))/(2gN) m 8
= 19.4 (1 - 0.579 )/ (2x386.4x0.418)
= 0.5" LOAD COMBINATION 3 Static Vertical Force, F, = W = 3716 kips Earthquake Vertical Force, FvtEqu3 = 2564 kips x 0.40 = 1026 kips l
& = 30*
j N = ((3716 - 1026) tan 30)/3716 N = 0.418 8
2 Resultant Acceleration in horizontal direction, A = ( 0.268 + 0.670 yas
= 0.722 Resultant Velocity in horizontal direction, V = ( 7.24" + 17.3 yas 2
= 18.75 in/sec s
N/A = 0.418/0.722
= 0.579 Maximum relative displacement of building relative to the ground, u, from Newmark (Newmark m
1965)is 2
u = (V (1-N/A))/(2gN) m
= 18.75' (1 - 0.579 )/ (2x386.4x0.418)
= 0.5"
{
STONE & WEBSTEQ ENGINEERING CORPORATION l
CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER PAGE M J.O. O R W.O. NO.
DIV8SION & GAOUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A Summary LOAD COMBINATION DISPLACEMENT 1.100% Vertical, 40% N S, 40% E-W 0.4 to 0.7 inches
- 2. 40% Vertical,100% N-S, 40% E W 0.5 inches
- 3. 40% Vertical, 40% N-S,100% E W 0.5 inches The estimated relative displacement of the Storage Pads ranges from 0.4 inches to 0.7 inches.
The higher displacement corresponds to the load combination with the maximum upward earthquake force used to reduce the normal stress and hence the shearing resistance of the sand layer. For the pads to slide a surface of sliding must be established between the horizontal sliding sudace in the sand layer anci the overlying clayey layer. The contribution of this surface of sliding to the dynamic resistance to sliding motion is ignored in the simplified model used to estimate the relative displacement.
The procedure used to estimate relative displacements has several measures of conservatism and the estimated displacements are most likely to represent upper bound values.
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48 APR 3 i 1997 O STONE & WEBSTER ENGINEEmNG CORPORATION NOTEI MAR 141997. P l-CALCULATION SHEET i
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OlVISION & GROUP CALCUL ATION NO.
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STONE & WEBSTEft ENGINEERING CORPOHAfiON CALCULATION SHEET A $010 t$
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DIVISION O GROUP CALCUL ATION NO.
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STONE & CESSTEQ ENGINEEQlNG CORPORATION CALCULATION SHEET nao 6
C ALCUL ATION IDENTIFICATION NUMBER E
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DIVISION S GROUP C ALCUL ATION NO.
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CALCUL ATION IDENTIFICATION NUMBER J. O. O R W.O. NO.
DIVISION & GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE b@9f,.o l GCS) o4-3 DW BEAR % CAPAttq op PAb
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t q.f. 6 gg'u bis 's 25, 4
RS T. : t (6."L 6 Rx5 T. - \\
4W
'5 n
d e= O dils.&
m ie,e 4. w '-
- s.2Y e
4,
=
m-os.,o un e.
t 4
STONE & DEBSTER ENGINEERING CORPOR ATION CALCULATION SHEET A Soto GS C ALCUL ATION IDENTIFICATION NUMBER J.O. O R W.O. N O.
DIVISION D GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE 0%9% fa.Ol C,(.O 04-3 tr1NAusc T24^b% CAPActq oy PAb:
8-c ASK, cAe>c 3
L, et,p# j_3 beTem.m eccematum ce Fv tost use Avew.e vwues buo uuss Ac, d e A g 1
8 9
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24
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3 R11 = 253.%
g. p, gggg,, q as
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(,4 f
g -:.
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=
- -1 1
ss
(
36 37 38 39 40 41 42
- l aWr-4S 46 l
STONE P.L CEBSTER ENGINEERING CORPORAVION CALCULATION SHEET o $010 66 CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO.
DIVISION D GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE 054% oi GG) o4 3 i
2 3
4 5
6 7
h d
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Y it 13 a
is s6
) 0 y G H-
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I e
STONE & CEBSTER EMGINEERING CORPOR ATIOM CALCULATION SHEET A 5010 65 2
CALCULATION IDENTIFICATION NUMBER 43 J.O. O R W.O. NO.
DIVISION D GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE o 54%. o t G(.E5 c 4.- 3 boo BEARL% CAf%ctq op f%D :
S-CASA CA%
1.c,' q h~1.s'---
3 t t.s '
ti.s
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Fv s
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=
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[
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25
/
s to g
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as 26 1N
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(,,0 C A TI O M % k
- io useT m e m M To Fg 's 27 p
se p
a t>
uscs L 5' x 57 % K + (3' +9.E="8/ ) 7.650 %
30 R ab
=
a_
sa.s + u.C,w we _
3,%,
34 7(sp l1, K
35 36 g(
gb D,Q W
==
g
$,g 4, 6, y 0 $,g Q 2
37 Fv se s' = s - 2 e sd - z o.s ' =
22.ss rr o
=
g 42 45 AAOO^
44 3yyVU 45 46 i
STONE & CEBSTER EMGINEERING CORPORATION CALCUL ATION SHEET o S010 05 g
CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NC.
DIVISION 0 GROUP C ALCUL ATION NO.
OPTIONAL TASK CODE PAGE 054RG.01 GdBD 04-3 wo esARM ceActy of fat >. s-m caw 3
% sit A2a v Voa._
Lo % TubiuAL DiRec Tit.*J s
6 Fu C. p B5 }
c.
t%o A 7
h6 c AS NS d =
t.S'x ; 19 K + (.3' +9.63' YtT3o k.3
- 1. M M2 K lt f3 61 :
hs.s + \\~l'oc4.
w.er
?.% '
=
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% \\ 2.
W 16 Abb 6 Q_
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=>
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2.4I ' :
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er 23 24 Fv
% \\ 2.
k.
25 25 5. W K $ p:
~
AcroAc 1,= L' n38 vr,, 9.t6 Fr er u.
29 30 31 32 33 34 35 36 37 3.
39 40 41 42 43 de hhO n 11--
es
'vU0UU 4s
1 STONE & DEBSTER ENGINEERING CORPORATION CALCUL ATION SHEET A 5010 65 4
CALCUL ATION IDENTIFICATION NUMBER 45 J.O. O R W.O. NO.
DIVISION E GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE os4%.e t G(.83 c4-3 Ovw sea.Ri% eAPActq of PAb:
6 cAsw cAsc, 3
WLT C
C b w
c C C,
$D b kau FS
- t. \\
s 1
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Riiu) 14 7,
(. u o.4 ( q S n o.+ (;Lt) =
\\~
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{c
'4 -
q,*
Fv o
Su 25 2DD N 4-O.bl
(
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g
{
$r s-em ee., e as.
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(
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Md 3
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'S A
\\'
L,, i& = ( 1_
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so- /
n 56 (STRocXu% Ft L<.,}
"D,g : Y f: tt T PcF 37 18 59 (4
% dp
(. O d h%O 40 k + 7 (G.a*. h
(* b T
- O 45 44 nnnnJ 4S
- V U Q U.L ~
es
STOME & WEBSTER EMGINEE RING CORPOR ATION CALCUL ATION SHEET O $0f 0 66 af CALCULATION IDENTIFICATION NUMBER 4'c J. O. O R W.O. N O.
OlVISION D GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE 65%te. o (
M6) o43 bNh> PA AR.t4 CAPACA9 of FAD:
6 - C.A9 K CA96 2
l 3
Cw N.
Se d
c c
k y
Dr Ug sg g
Q d
21 ksf. S.14 e L.o = 1.os = o.(,1 + o.tzs kef d s, t.o s.t.o. l.od.C.t 4
i S
Aw es< t. \\
i s
KSF ge,p
~1.36 + o. 7.3 (a.RO k.w so Aw L. t si l=
NutF_ :
%$ ts 9
9.75 vsF OK se D AC-Tv4v t$
is ir
'e i
j l
% MuAR.3 oF %vt. tS os to
'0%AMR SEARtg CAPActB W PAb
,3 po g,,,
2.-CASK, +-CASg, k 6-CASK, a4 Atg CAS6S 2S 26 LeAbim gAch f Atew 27 as CA.ee l
K9F Kst:
5
'2.- CA9L 6.63 1.q?_
31 4 - CAG K 5.3&
1,33 l
33 S-cA A 5.15 (o.90 SS 36 37 38 l
39 do i
el 42 43 ggOnn_
44 vvvv9 46
e-STONE & WEBSTER ENGINEERING CORPORATION saio.s CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO.
OlvlSION & GROUP CALCULAllON NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A l
Dynamic Baaring Capacity of Pads: 8-cask case (updated)
This case was examined because it previously yielded the lowest q, among the three loading cases (i.e.,2-cask,4-cask, and 8-cask). This section shows a calculation of q, based on revised i
soil parameters (c and 4) as listed below.
l l
q, = 5.75 ksf (refer to p. 44) l l
Requirements: q, > q,g FS = 1.1 Analysis Summarv l
c q,,,
Result (degrees)
(psf)
(ksf) 24.9 1220 21.0 q, > qw (OK) t l
The calculation is presented on the next page.
Note: Vertical soil bearing pressures and horizontal shear forces / stresses were based on a i
horizontal ground acceleration of 0.67g and a vertical ground acceleration of 0.69g. The calculated q, value will require confirmation and may be updated using revised vertical soil l
bearing pressures and horizontal shear forces and stresses, based on an average ground acceleration of 0.53g.
I L
STONE & WEBSTER ENGINEERING CORPORATION uio es CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO.
OlVISION & GROUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A i
i ALLOWABLE BEARING CAPACITY i
Soil Properties:
$=
24.9 Total Stress Friction Angle (degrees) j c=
1220 Cohesion (psf) y=
80 Unitweightof soil (pcf)
I
- y. =
125 Unitweightof surcharge (pcf)
Foun.1ation Properties:
B=
22.4 ft L
59.2 ft j
D, =
3 Thickness of Pad D=
18.9 Angle of load inclination from vertical (degrees) l FS =
1.1 Factor of Safety q, = c N, s, d, I, + y D, N, s, d, i, + 1/2 y B N, s, d, I, General Bearing Capacity Equation N, =
(N,- 1) cot ($), but = 5.14 for $ = 0
=
20.57 Eq 11.33 & Table 11.1 Das (1994) 2 N, =
e"* tan (45 + 4/2) 10.55 Eq 11.31 Das (1994)
=
(Vesic) N, = 2(N, + 1) tan 6 10.72 Eq 11.35 Das (1994)
=
I s, = 1 + (B/t.)(N,/N )
=
1.19 Table 11.2 Das (1994) s, = 1 + (B/L) tan &
1.18
=
s, = 1 - 0.4 (B/L) 0.85
=
For D/B $ 1: d, =
d, - (1-d,) / (N, tan 4) 1.05
=
d, = 1 + 2 tan 4 (1 - sin $)2 1.04
=
D/B d, = 1
=
1.00 For D/B > 1: d, =
d, - (1-d,) / (N, tan $)
=
1.05 4
d, = 1+2 tan 4 (1 - sin $)2 tan"(D/B) 1.04
=
d, = 1 1.00
=
For & = 0: d, = 1 + 0.4 tan-1.05
=
'(D/B) d, = 1 + 0.4 (D/B) 1.05 i, = (1 - p/90)2
=
0.62
=
0.62 I, =
1, 1, = (1 - $/$):
0.06
=
N, term N, term N, term q, =
23,142 psf =
19644
+
3024
+
473 q., =
21,030 psf = q,/ FS
]
STONE & CEBSTER ENGINEERING CORPOR ATION CALCULATION SHEET 6 $010 65 CALCULATION IDENTIFICATION NUMBER J.0, O R W.O. N O.
DIVISION D GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE b
{
esh.o\\
G(.B3 04-3
' w u scARi% CAPM cv PA.b 2
3 T0 VEtz-Tt c.AL IN6ft:r t A.
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PRectovs FAGe4 tLLvSYR. ATE TuAT Tue RC.
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'Do W.
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Thi
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S LDU C.g T9 6 ACTUAL 96AR.tNh PR E%vR6 to41CW LNCREA455 7}ic Q Ac Tog cp 3
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uducq Tuc v6R.m CAL-
'o ei L.o A.%
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iM Aw INcAB AS ED ANd t E OF i
ES IN CLs L AYloN,
toL4tc41 6
A 2*
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rs j
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36AEt% CAPAC1T]
27 8'
? R.o%6M,
29 COTABt t.q wAS CA3GCKeb Fo tt_
iV C, 2 Ltbi udt 86RNEckTAL b R.CES TvE To TWC D6 hGAJ EAR.THQtAKE 52
%onu op f, 6S Asb 5:co wb To BE Ab64vkrE
~
3s et
~1 C E C iu CALC 05%G o 1 - SC (. Poi.41. Wu o
/
)
kTTAcMMENr 13 ),
\\ 19 -(6 \\ (_. twc.t vbeb, iM p p, 39 Also refer +o Conelusion s A
45 44 P ^n^^
~UU00o~
es j
46
)
STONE & WEBSTER ENGINEERING CORPORATION mou CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. O R W.G. N O.
OlVISION & GROUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04 - 4 N/A CONCLUSIONS Static Analysis The factors of safety (FS) for the static bearing capacity are:
Total stress analysis:
FS = 6.3 Effective stress analysis:
FS = 13.4 The Gross allowable static bearing capacity is 4 ksf.
Seismic Analysis An analysis of sliding resistance indicates that the factor of safety against sliding for the pads 4
supported on the in situ clayey soils is >1.1 (FS ~1.2), which provides an adequate margin against sliding. The driving forces used in this analysis (EQhe and EQhp) are based on the higher ground l
accelerations (0.67g horizontal and 0.69g vertical) due to the PFSF deterministic design earthquake, rather than those for the 2,000-yr return period earthquake from the probabilistic seismic hazard analysis, which are lower (0.528g horizontal and 0.533g vertical). Therefore, it is assumed that these forces yield what could be considered worst-case factors of safety against sliding where the pads are supported on clayey soils.
Sliding on a deep slip surface beneath the storage pads (i.e., on cohesionless soils) was also evaluated. The estimated relative displacement of the storage pads ranges from 0.4 inches to 0.7 inches. The higher displacement corresponds to the load combination with the maximum upward earthquake force used to reduce the normal stress and hence the shearing resistance of the sand layer. For the pads to slide, a surface of sliding must be established between the horizontal sliding surface in the sand layer and the overlying clayey layer. The contribution of this surface of sliding to the dynamic resistance to sliding motion is ignored in the simplified model used to estimate the relative displacement. The procedure used to estimate relative displacements has several measures of conservatism and the estimated displacements are most likely to represent upper bound values.
The bearing capacity of the pad for the soil pressures determined by the pad designer, for 2,4, and 8-cask loadings, were also determined. The actual bearing pressures are less than the allowable bearing pressures for each of these cases, as shown in the summary of these results on p. 46.
l The bearing capacity of the pads (8-cask case) was re-evaluated because it previously yielded the f
low 2st q, among the three loading cases. This updated section presents a calculation of q, based on l
revised soil parameters (c = 1220 psf and 4 = 24.9 ). The results provided a q, of 21.0 ksi, which is greater than the qu of 5.75 ksf. Note: This analysis will require confirmation and may be updated using revised vertical soil bearing pressures and horizontal shear forces, based on the lower ground accelerationsof 0.528g horizontal, and 0.533 vertical.
9
{
\\
STONE & CEBSTER ENGINEEQlNG CO"!PORATION l
,g CALCULATION SHEET
] $ NS won c, e 4.g.g y g,p, CALCUL ATION IDENTIFICATION NUMBER A.q '
J.O. O R W.O. N O. '
OlVISION 0 GROUP CALCUL ATION NO.
OPTIONAL TASK CODE PAGE M l
CG 9 9G.of G C.8) 0 4,# 'S i
F.EFEREd;ts 3
1.
TE oA vo, 5. i recc., t., \\%7, ' EonL. ve.9Awics ia D.V,tus sp.ius s
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s
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'o 34 32 33
$N M f" 06$ Q,D\\ = (16 SctTt e*< eve or STonAcc PAes, '
-03, %v ldA" 6STiu ATc, 9 TATic, hsT=,
M Ag 8,sqqq.
37 w,
inwmnu, A M, i965*,
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\\
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oip#@ n' g*.g v
s s
1 e
5 5 4 1 7 7 7 7 9
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1 2 6 1 7 3 3 3 3 r
9 E
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t 0
id p
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s
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+
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=
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)
s s a b
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h oK b
(
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l
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2 8 S 1
F u
i 1 1 9 0 2 4 8 8 8 8 c
(
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=
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=
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= M n
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9 b
a lu5 B
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=
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e 7 9 2 5 8 8 6 6 6 6
/
t t
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1 1 1
~
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(
lef r
f
)
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=
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4 9
(
e oS 1
1 1 1 1 da n x i
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a $
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9
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9 4 4 4 4 a
/
1 k s t
1 1 1
0 0 0 0 0 u
1 B
e
(
s a
=
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1
(
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aC 0 1 2 3 4 4 4 4 d
t ET a
C e
a + +
n f
D
~
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1 1
SS 1
i s
t f
u
=
=, =, =,
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0 6 2 2 2 2 c
u v u
s ot 8 5 4 2 9 9 9 9 q
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r 4
I C O Q Q d E a
t o
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1 1 2 2 2 2 c
k
,T g g5 1 s
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ua
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6 6
=, d C o
b 0
h 0 f
r m
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af A
0 0 9
1 1 1 1 c
t 1
A 0 0 N NP o r
t 1
9 9 9 9 u
k 1
ra =
4 8 s
4 e 9f 0
m, sA Q) n cK 7,
4, 2,
7, 7,
7, 7, F
)
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a =
& v t
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4 8 8 8 8 x
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c 1 Q
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t a
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)
1
+
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6 0 0 0 0 0 6
3, 7,
2, 6,
6, 6, 6, e B 4 f
Wx O t
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(
1
(
0 p s ;
I K
8 R
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2 3 5 6 6 6 6 1
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1
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t 1
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f f
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=
=
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=,
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BORING:
B-4 DATE:
12/21/96 SAMPLE:
U-3 D TESTED BY:
ACS DEPTH:
10.4 ft CHECKED:
PJT DESCRIPTION:
silty CLAY / clayey SILT SPECIMEN INFORMATION:(start of shear)
HEIG HT:
0.532 ft WATER CONTENT:
27.4 %
DIAM ETE R:
0.238 ft DRY UNIT WEIGHT:
67.1 pcf AREA:
0.0443 ft8 TEST DATA:
LOADING:
Axial Compression STRAIN RATE:
0.6 %/ min CELL PRESSURE:
1.3 ksf UNDRAINED SHEAR STRENGTH:
2.18 ksf COMPRESSIVE STRENGTH:
4.36 ksf FAILURE STRAIN:
4.0 %
PRIVATE FUEL STORAGE FACILITY F4WE i Onn SKULL VALLEY v v v o >'
PRIVATE FUEL STORAGE, LLC STONE & WEBSTER ENGINEERjNG CORP.
UNCONSOLIDATED UNDRAINED COMPRESSION TEST JO 05996 01 BOSTON, MASSACHUSETTS BORING (M. SAMPLE U-3D January 1997
CALC OG'J9(.ol G LB) 34 P90 54-3.5 IIt 1.L g
=
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0.0 0
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S AMPLE INFORM ATION:
BORING:
C-2 DATE:
12/18/96 SAMPLE:
U 20 TESTED BY:
ACS DEPTH:
11.1 ft CHECKED:
PJT DESCRIPTION:
clayey SILT SPECIMEN INFORM ATION:(start of shear)
HEIGHT:
0.553 ft WATER CONTENT:
35.6 %
DIAM ETER:
0.238 ft DRY UNITWElGHT:
57.9 pcf AREA:
0.0444 ft2 TEST DATA:
LOADING:
Axlal Compression STRAIN RATE:
0.6 %/ min CELL PRESSURE:
1.3 ksf UNDRAINED SHEAR STRENGTH:
2.39 ksf COMPRESSIVE STRENGTH:
4.77 ksf FAILURE STRAIN:
11.0 %
PRIVATE FUEL STORAGE FACILITY F t GR E '2.
SKULL VALLEY PRIVATE FUEL STORAGE. LLC STONE & WEBSTER ENGINEERING CORP.
UNCONSOLIDATED UNDRAINED COMPRESSION TEST JO 05996.01 BOSTON, MASSACHUSETTS BORING C-2, SAMPLE U-2D January 1997
STONE & WEBSTER ENGINEERING CORPORATION
.a i o.. s CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO.
DIVISION & GROUP CALCULATION NO.
OPTIONAL TASK CODE 05996.02 G(B) 04-4 N/A 1000 FOUR EARTHQUAKES NORMALIZED TO,
,5og M AX. ACCEL. A =0.5 g,
,g MAX. VELOCITY V #30 in./sec.
MAX. DISPL. VARIES : 20.5, 25.5,27.7, p.300 b.
51.2 in.
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'N MAX. RESISTANCE COEFFICENT ALES OF A
MAX. EARTHQUAKE ACCELERATION
, STANDARDlZED DISPLACEMENT FOR NORMALIZED EARTHQUAKES.
-( SYMMETRICAL -RESISTANCE )
NEwmeM,1%5 FIGURE 3
i!
kru cWEur A Tc, C% c54%.ot GT)- o4-2.
At/t p
NOTES OF TELEPHONE CONVERSATION JO No.
05996.01 PRIVATE FUEL STORAGE, LLC Date:
06-19-97 PRIVATE FUEL STORAGE FACILITY Time: 2:45 PM EDT i
FaoM:
Stan M. Macie SWEC-Denver 1E Tie Line 321-7305 i
Wen Tseng (ICEC)
Voice (510) 841-7328 (FAX)
(510) 841-7438 To:
Paul J. Trudeau SWECeBoston 245/03 (617) 589-8473
SUBJECT:
DYNAMIC BEARING CAPACITY OF PAD DISCUSSION:
WTseng reported that h4 pad design analyses are being prepared for three loading cases: 2 casks,4 casks, and 8 casks. The dynamic loads that he is using are based on the forcing time histories he received from Holtec. 'Diese forcing time histories were developed using a coefficient of friction between the cask and the pad of 0.2 and 0.8, where 0.2 provides the lower bound and 0.8 provides the upper bound loads from the cask to the pad.
r
~
v He indicated that the bearing pressures at the base of the pad are greatest for the 2-cask dynamic loading case for = 0.8 between the cask and the pad, because of eccentricity of the loading. For this case, the vertical pressures at the 30' wide loaded end of the pad are 5.77 ksf at one comer and 3.87 ksf at the other. He reported that it is reasonable to assume this pressure decreases linearly to 0 at a distance ef~32 ft; i.e., approximately half of the pad is loaded in this case. He also indicated that the horizontal pressure at the base of the pad is 1.04 ksf at the 30' wide end of the pad that is loaded by the 2 casks, and that this pressure decreases linearly over a distance of-40' from the loaded end. He noted that the vertical pressures include the loadings (DL + dynamic loadings) of the L
casks and the pad, but the horizontal pressures apply only to the casks. Therefore, the inertia force of the whole pad must be added to the horizontal loads calculated based on the horizontal pressure distribution described above.
Since the table of allowable bearing pressures as a function of coefficient of friction between the cask and the pad that is in the design criteria does not include a value for = 0.8, WTseng asked PJTrudeau to provide the allowable bearing pressure for this case.
kl ACTION ITEMS:
63 ATr 6 i
PJTrudeau to determine the dynamic allowable bearing pressure for the 2-cask loading case.
I COPY To:NTGeorges Boston 245/03 Q 0 0 01-SMMacie Denver IE
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