ML20217N712
| ML20217N712 | |
| Person / Time | |
|---|---|
| Site: | Crane  |
| Issue date: | 03/28/1998 |
| From: | EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING |
| To: | |
| Shared Package | |
| ML20217N635 | List: |
| References | |
| 50097.05, 50097.05-R, 50097.05-R00, NUDOCS 9805050402 | |
| Download: ML20217N712 (42) | |
Text
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l A-Ia Condensate Water Storaae Tank ResDonse Calculations:
This MATHCAD template computes the response parameters which are needed in performing a tank evaluation per EPRI NP-6041 methodology for vertical flat bottom tanks. Inputs required are an earthquake, and the necessary tank parameters. Base units are feet, seconds, and pounds.
Derived Units:
kip a1000 lbf hz a 1 sec~ '
ksis 1000 psi Define Tank Geometry:
i R := 24 ft NominalInner Tank Radius H := 20-fi Height to Maximum Water Elevation t b := 0.25 in Bottom Plate Thickness td := 0.25 in Dome Thickness j
hd := 5.6 ft Estimated Clearance between Peak of Dome to Spring Line nrings := 3 Number of different diameter rings composing the tank shell
{0.25) t := 0.25 in Shell Thickness at Each Ring from Bottom of The Tank to The Top.
(0.25 j i
(6.67)
Hr:= 6.67 ft Height of Each Ring Measured from The Bottom of The Tank to The Top.
{6.66j Define Anchorace Details:
n := 16 Number of Equally Spaced Anchor Bolts
( := 1.5 in Anchor Bolt Diameter l
CST 2.MCD 4
2:50 PM
6
' lPl*f L A-t Define Material Properties:
E, := 29.010'. psi Young's MoCuius for Shell Material o := 0.30 Poisson's Rata 71 := 62.4 b Unit Weight for Content Liquid 8
A 7 s := 0.284 b Unit Weight for shell material 3
in 8
x g := 3.2510 psi Bulk Modulus of Fluid,3.25x10"5 psi for water 1
Eb := 2910 psi Young's Moduluis for Bolt Material 6
EPA := 0.8 g (This is the PGA of the soil outcrop response spectrum)
Comoute averaae shell thickness, and total shell helaht i := 1.. nrings H,:={Hr; II, = 2& A i
Et.Hr wi i I
1 3 :=
t, = 0.25 in g
Define Dimensionless Parameters from Refs. 2 and 4:
Obtain Cwl from Reference 2 Table 7.4:
b = 8.681 10 H
~d Parameters needed for table 7.4
= 0.8333 R
R Read-off value for Cwi:
C wg := 0.074 CST 2.MCD 5
2:50 PM i
.:.- _..._ a 4 I4/W h -3 Tank Weicht and C.G. Components:
Note that the distance to the component C.G. is measured from the bottom of the tank.
(Shell)
(Bottom Plate)
'j := 1..nrings b := (n R ).t b'T s 2
W W; := 2 n R y, Hr; t; Wb = 18.5 kip -
W:={W; 3
i tb X
W = 30.8 kip b2 s
lir cg :=
Ifr;-(isj)-
Xb =0.0104 A j
1
{W; cg; X, :=
W, X, = 10 R (Domo)
(Liquid) 2 2
Wh := n R R + hdtd7s W,:=n R,g Tl Wh = 19 kip W = 2.258 10 kip 3
w h
h := H, + d H
X X
3 w := 2 Xh = 21.8667. A X, = 10 A Fluid Hydrostatic Pressure:
Pst
- 71 H Maximum fluid pressure occurs at base of tank Pst = 8.67 psi l
CST 2.MCD 6
2:50 PM C
}
M[Y1-A-4 Compute Horizontallmouisive Mode Response:
Impulsive Mode Frequency:
C gg := C wy-C Li = 0.074 (Reference 1, equation H-2) 71 CLI E,g f :=
t 2nH 5 (y,)
f = 9.74 hz g
Read the spectral acceleration at this frequency from the soil outcrop response spectra, damping for the impulsive mode maybe taken as about 5%
S g := 1.25 g Compute Weight of fluid effective in the impulsive Mode, and its corresponding C.G.:
tanh 1.732 b W; :=if Es,
3
(
H' 1.0 - 0.436 E W (Ref. 3, Eqn. C3500-1,-2,-3,-4) w R2 1.7323 H
H X ; := if E 5,0.375,0.5 -. 0.188 b H (Ref. 3, Eqn. C3500-1,-2,-3,4) 3 (R 2 Hj 8
Wj = 1.053 10 kip X ; = 7.5 ft Compute Impulsive Mode Base Shear and Overturning Moment:
O(W+W,+W;)
(Ref.1, Eqn. H-3)
V :=
g h
B S
M g := ah (W X h+ W X,+ W; X ;),
(Ref.1, Eqn. H-4) h s
8 3
V = 1.37910 kip g
4 M g = 1.07810 kip ft Estimate hydrodynamic fluid pressure on the tank at the bottom plate S
W;X g
(Ref.1, egn. H 8; Note this is conservative at E
Pg:=
fluid depths less than about 0.15*H) 2 1.36 R H P; = 5.251 psi CST 2.MCD 7
2:50 PM
d[4L A-5 Compute Horizontal Convective fSloshinal Mode Response:
Convective Mode frequency 1
~ f ]B \\
^
H(
(Ref.1, egn. H-10) r f :=
)
tanh 1.835 e
.{
R
(
Rj, f = 0.24 hz c
Use site specific response spectrum to find the Spectral Acceleration at this frequency, damping for the convective mode response is primarily fluid controlled and is estimated to be about 0.5%.
Soc := 0.3.g (conservatively assumed)
Compute Weight of Fwid acting in the convective mode and its C.G. location 0.46 R; tarly/1.835 H '-W (Ref.1. eqn. H-13) 1 I
Wc :=
w H 3
\\
Rj, cosh !.835-
- 1.0 Xe := 1.0-(
R' H
(Ref.1, eqn. H-1,4) fH f
I 1.835 i sinh 1.835 H iR
(
Rj, 3
W = 1.1348 l'0 kip c
X = ll.58 A c
Compute Convective Mode Base Shear and Overturning Moment:
S Ve := 3.W (Ref.1, eqn. H-13) c 8
)
S* W X M c :=
(Ref.1, egn. H-14)
- c e 8
V = 340.4 kip c
M = 3.942 103 *R kip e
Compute Hydrodynamic Convective Pressure at fluid depth "y" y :=H (This maximizes the hydrodynamic convei9.ive c shi 1.835-}{_ y) pressure.)
f 0.267 W S w ac I
Pc :=
(Ref.1, egn. H 16) gRH cogl.835" t
t Rj P = 1.0834 psi c
Compute the fundamental mode fluid slosh height S*
h, := 0.837 R.
h, = 6.026 n (Ref.1, eqn. H-17) 8 CST 2.MCD 8
2:50 PM
i p.
2A/41-A-t l
, Compute Vertical Fluid Mode Response:
Compute the vertical fluid mode fundamental frequency 4
f 2
71 f 2R 1 i f := 1 -
y
+-
f = 11.86 hz (Ref. 3, egn. C3500-13) y 4H g
t, E, rgj' I
Compute the hydrodynamic verticaliluid response mode pressure, based on a tank on a rigid foundation, note this pressure is also at y=H, which maximizes p.
Say := 1.25 g (read off the soil outcrop response spectra)
"E
" N~ h Py := 0.8 y g H-cos P =8.6667 psi y
g 2 i H/
Combine Individual Mode Responses to act Total Seismic Demand:
Base Shear:
Overtuming Moment I
V tot Y I+Vc) 2 2
M tot := Mg+Mc) 2 3
Vtot = 1.42 10 kip Mtot = 1.14810' kip ft Fluid Pressures:
2 Psh := P j + p Total Horizontal Seismic Response c
Pcmax := Pst + Psh + 0.4 P Maximum and minimum compression zone pressures at the time of y
p
,p ph-0.4P maximum base moment. (Ref.1, egn. H-22) s y
Ptmin : Pst - Psh - 0.4 P.y Maximum and minimum tension zone fluid pressure at the time of Ptmax :: Pst - Psh + 0.4 P mv) mum base moment (Ref.1, egn. H-23) y Payg := Pst - 0.4 P Minimum average fluid pressure on the base plate y
at the time of maximum base shear (Ref.1. eqn H-14)
P
= 17.5 psi
.Ptmin =-0.16 psi cma Pcmin = 10.56 psi Ptmax = 6.77 psi P,yg = 5.2 psi Expected minimum total effect weight of the tank shell acting on the base at the time of the maximum moment and base shear:
f I
te := (Wh + W,) : 1 - 0.4 2 EPA (Ref.1, eqn. H-26)
W t
3 gj l
[
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l CST 2.MCD 9
2:50 PM
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@ You are now executing program l
TANKER
@ A program to estimate the seismic @
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TMI consdensate water tank Overturning Moment Capacity 03-20-98 11:45:45 e.... ee..........eeeeee**o**ee.....eeeeeee...eeeeees eeeeeeeeeeeeeeeee.. eeeeeeees.
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TANK D AT A RADIUS
= 2.8800E+02 SHELL THICKNESS
= 2.5000E-01 BOTI'OM PLATE THICKNESS = 2.5000E-01 SHELL YOUNG'S MODULUS = 2.9000E+07 ANCHORAGE D ATA NUMBEROF ANCHORBOLTS 16
=
ANCHOR BOLT DIAMETER
= 1.5000E+00 EXPOSED LENGTH OF BOLT =1.2000E+01 TOTAL LENGTH OF BOLT
= 3.0000E+01 BOLT YOUNG'S MODULUS
= 2.9000E+07 PREC ALCUL ATED D AT A EFFECTIVE FLUID WEIGHT = 1.0780E+01 TANK SHELL CRITICAL STRESS = 8.8000E+03 LIMIT ON BOLT CAPACITY. = 7.9520E+04 NET VERTICAL BASE REACTION =.3.9000E+04 ITERATION PARAMETERS MAXIMUM # OFITERATIONS = 200 CONVERGENCE TOLERANCE = 1.00 l
l 2MV'A
$-4 l
TM1 consdensate water tank Overturning Moment Capacity 03-20-98 11:45:45
.................................................................................+...
INTERMED1 ATE RESULTS ITER # NEUTRAL AXIS PS PB PL PSdhi XNORM 1
1.5708EMO -1.2672E+06 3.1272E+04 3.0741E+04 -1.2052E+06 -1.1662E+06 2
1.0472E+00 -8.6785E+05 1.2145 EMS 5.3030E+04 -6.9337E+05 -6.5437E+05 3
7.2273E-01 -6.0515E+05 3.1345 EMS 7.4452E404 -2.1725E405 -l.7825E+05 4
5.0536E-01 -4.2509E+05 6.7398E+05 9.6672E+04 3.4556E+05 3.8456E405 5
6.2237E-01 -5.2234 EMS 4.4489E+05 8.3507E+04 6.0601E+03 4.5060B+04 6
6.7413E-01 -5.6512 EMS 3.6978E+05 7.8632E+04 -1.1671E+05 -7.7709E%4 7
6.4869E-01 -5.4411E+05 4.0445E+05 8.0968E+04 -5.8699E+04 -1.9699E+04 8
6.3565E-01 -5.3333E+05 4.2386E+05 - 8.2210E+04 -2.7258E+04 1.1742E+04 9
6.4220E 01 -5.3874E405 4.1396E+05 - 8.1582E+04 -4.3200E+04 -4.2000E+03 10 6.3893E-01 -5.3604E+05 4.1886E+05 8.1894EM4 -3.5286E+04 3.7143E403 11-6.4057E-01 -5.3739E+05 4.1640E+05 8.1738E+04 -3.9257E+04 -2.5691E402 12 6.3975E-01 -5.3672E495 4.1763 EMS 8.1816E+04 -3.7275E+04 1.7253E+03 13 6.4016E-01 -5.3706E405 4.1701E+05 8.1777E+04 -3.8267E+04 7.3338E+02 14 6.4036E-01 -5.3723E+05 4.1671E+05 8.1757E+04 -3.8762E+04 2.3798E+02 15 6.4046E-01 -5.3731E+05 4.1655E405 8.1748EM4 -3.9010E+04 -9.6094E+00 16 6.4041E-01 -5.3727E+05 4.1663E+05 8.1753E+04 -3.8886E+04 1.1441E+02 17 6.4044E-01 -5.3729E+05 4,1659 EMS 8.1750E+04 -3.8947E+04 5.2508E+01 18 6.4045E-01 -5.3730E+05 4.1657E405 8.1749E+04 -3.8979E+04 2.1406E+01 19 6.4046E-01 -5.3730E+05 4.1656E+05 8.1748E+04 -3.8994E+04 5.8516E+00 20 6.4046E-01 -5.3731E+05 4.1656E405 8.1748E%4 -3.9002E+04 -1.7656E+00 21 6.4046E-01 -5.3731 EMS 4.1656E+05 8.1748E+04 -3.8998E+04 2.3047E+00 22 6.4046E-01 -5.3731E+05 4.1656E+05 8.1748E+04 -3.9000E+04 1.0938E-01 l
l l
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I TMI consdensate water tank Overturning Moment Capacity 03-20-98 11:45:45 RESULTS OF AN ALYSIS i
i (1) NEUTRAL AXIS LOCATION:
DEGREES RADIANS 36.6956 6.4046E-01 (2) TENSILE FORCES IN ANCHOR BOLTS:
i BOLT # REF. ANGLE (DEGREES)
FORCE 1
180.0000 5.6555EM4 2
157.5000 5.4166E+04 3
135.0000 4.7362E+04 5
90 00 2.5167E+01 6
67.5000 1.3156E+04 7
45.0000 2.9729E+03 i
(3)DIRECTFORCES ATTANKBASE:
LONGITUDINAL FORCE IN SHELL
= -5.3731E+05 SUM OF ANCHOR BOLT FORCES
= 4.1656E+05 BOTTOM PLATE HOLDOWN FORCE
= 8.1748E+04 TOTAL = -3.9000E+04 (4) RESTORING MOMENT:
FROM LONGITUDINAL FORCES IN SHELL= 1.4854E+08 FROM ANCilOR BOLTS TENSILE FORCES = 6.8487E+07 FROM BOTTOM PLATE HOLDOWN FORCE = 8.4573E+06
'IOTAL = 2 2548E+08 ( ih # )
if790 a
l l
2P/Y2.
j TMI consdensate water tank Overturning Moment Capacity 03-20-98 11:45:45 l
l l
l ADDITION AL RESULTS:
i MAXIMUM LENGTH OF UPLIFTED BOTTOM PLATE = 9.5591E+00 MAXIMUM UPLIFT DISPLACEMENT
= 3.3107E-02 MAXIMUM FIBRE STRESS IN BOTTOM PLATE = 1.5761EH)4 l
l 4
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SUBJECT CST CHK'D 9h DATE3 U[i8 l
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l TMI consdensate water tank Overturning Moment Capacity 03-20-98 13:01:49 l
i l
1
@ You are now executing program l
TANKER j
@ A program to estimate the seismic @
j
@ capacityofverticalstoragetanks @
v l
l
j
.m.,
33ht C -3 TMI consdensate water tank Overturning Moment Capacity 03-20-98
)
13:01:49 I
j TANK D AT A RADIUS
= 2.8800E402 j
SHELL THICKNESS
= 2.5000E-01 BOTTOM PLATE THICKNESS = 2.5000E-01 SHELL YOUNG'S MODULUS = 2.9000E+07 1
ANCHOR AGE D AT A NUMBEROF ANCHORBOLTS 16
=
ANCHOR BOLT DIAMETER
= 1.5000E40 EXPOSED LENGTH OF BOLT = 1.2000E+01 TOTAL LENGTH OF BOLT
= 3.0000E+01 BOLT YOUNG'S MODULUS
= 2.9000E+07 PRECALCUL ATED D ATA EFFECTIVE FLUID WElGHT = 1.0780EMI TANK SHELL CRITICAL STRESS = 7.3200E4'03 LIMIT ON BOLT CAPACITY = 7.9520EW4 NET VERTICAL BASE REACTION = -3.9000E44 ITERATION PARAMETERS MAXIMUM # OFITERATIONS = 200 l
CONVERGENCE TOLERANCE = 1.00 l
I l
l t
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M[W-d-4 TMI consdensate water tank Overturning Moment Capacity 03-20-98 13:01:49
...............................................u.....................................
..............................(.<............
INTERMEDI ATE RESULTS i
ITER # NEUTRAL AXIS PS PB PL PSUM XNORM 1
1.5708E+00 -1.0541E+06 2.6012E+04 2.9358E+04 -9.9871E+05 -9.5971E+05 2
1.0472E+00 -7.2189E+05 1.0102E+05 5.0644E+04 -5.7023E+05 -5.3123E+05 3
7.2273E-01 -5.0337BM5 2.6073E+05 7.1102E+04 -1.7154E+05 :.l.3254E+05 4
5.0536E-01 -3.5360E+05 5.8873E+05 9.2323E+04 3.2745E+05 3.6645 EMS 5
6.2237E-01 -4.3449E+05 3.7007E+05 7.9750E+04 1.5328E+04 5.4328E@4 6
6.7413E-01 -4.7008EM5 3.0159E+05 7.5094E+04 -8.7394E+04 -4.8394E+04 7
6.4869E-01 -4.5260E+05 3.3643E+05 7.7325E+04 -3.8852E+04 1.4783E+02 8
6.6151E-01 -4.6142Eq5 3.2147E+05 7.6187E+04 -6.3755E+04 -2.4755E+04 9
6.5513E-01 -4.5703E+05 3.2881E+05 7.6750E+04 -5.1469E+04 -1.2469EM4 10 6.5192E-01 -4.5482E+05 3.3258E+05 7.7036E+04 -4.5204E+04 -6.2037E+03 11 6.5031E-01 -4.5371E+05 3.3449Eq5 7.7180E+04 -4.2039E+04 -3.0389E+03 12 6.4950E-01 -4.5316E%5 3.3546E+05 7.7253E404 -4.0448E+04 -1.4480E+03 13 6.4910E-01 -4.5288E+05 3.3594E+05 7.7289E+04 -3.9651E+04 -6.5095E+02 14 6.4889E-01 -4.5274E+05 3.361EE+05 7.7307E@4 -3.9252E@4 -2.5177E+02 15 6.4879E-01 -4.5267E%5 3.3630 EMS 7.7316E+04 -3.9052E+04 -5.2039E+01 16 6.4874E-01 -4.5264 EMS 3.3636E+05 7.7321E+04 -3.8952EM4 4.7898E+01 17 6.4877E-01 -4.5265E+05 3.3633E+05 7.7318E+04 -3.9002E+04 -2.0469E+00
{
18 6.4875E-01 -4.5265E+05 3.3635E+05 7.7319E+04 -3.8977E+04 2.2906EMI 19 6.4876E-01 -4.5265E+05 3.3634E+05 7.7319E+04 -3.8990E+04 1.0273EMI 20 6.4876E-01 -4.5265E+05 3.3634E+05 7.7319E+04 -3.8996E+04 4.1484E+00 21 6.4877E-01 -4.5265E+05 3.3634EM5 7.7318E+04 -3.8999E+04 8.8281E-01
\\
1 l
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TMI consdensate water tank Ove turning Moment Capacity 03-20-98 13:01:49 RESULTS OF AN ALYSIS (1) NEUTRAL AXIS LOCATION:
DEGREES RADIANS 37.1715 6.4877E-01 (2) TENSILE FORCES IN AhCHOR BOLTS:
BOLT # REF. ANGLE (DEGREES)
FORCE I
180.0000 4.5761E+04 2
157.5000 4.3822EH)4 3
135.0000 3.8301E+04 4
112.5000 3.0039E+04 5
90.0000 2.0293E+04 6
67.5000 1.0547E+04 7
45.0000 2.2550EM3 (3) DIRECT FORCES AT TANK BASE:
LONGITUDINAL FORCEIN SHELL
= -4.5265E%S SUM OF ANCllOR BOLT FORCES
= 3.3634E+05 BOTTOM PIATE HOLDOWN FORCE
= 7.7318E+04 i
TOTAL = -3.8999E+04 l
(4) RESTORING MOMENT:
i FROM LONGITUDINAL FORCES IN SHELL= 1.2500E+08 FROM ANCHOR BOLTS TENSILE FORCES = 5.5465E+07 FROM BC7 TOM PLATE HOLDOWN FORCE = 8.0604E+06 TOTAL = 1.8853EM8 l
r.
l I-l J$/VL e
c-6
....................s........................
TMI consdensate water tank Overturning Moment Capacity 03-20-98 13:01:49 l
ADDITION AL RESULTS:
MAXIMUM LENGTH OF UPLIITED BOTTOM PLATE = 9.0662E+00 1
MAXIMUM UPLIFT DISPLACEMENT
= 2.6788E-02 I
MAXIMUM FIBRE STRESS IN BOTTOM PLATE = 1.4177E404 l
l 1
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l SHEET NO. /'I
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JOB NO. D39 97,07 JOB D I~
Nbb BY (M T DATE 3N 42 CALC. NO.
SUBJECT C5T CHK'D DATE 4
l i
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TMI consdensate water tank Overturning Moment Capacity 03-20-98 13:06:15
..ee...................................e........e....................................
@ You are now executing program TANKER
@ A program to estimate the seismic @
@ capacityofverticalstoragetanks @
OC 9
O v
I
M/y2.
0-3 TMI consdensate water tank Overturning Moment Capacity 03 20 98 13:06:15 l
T ANK D ATA RADIUS
= 2.8800E+02 SHELL THICKNESS
= 2.5000E.01 BOTTOM PLATE THICKNESS = 2.5000E-01 SHELL YOUNG'S MODULUS = 2.9000E+07 l
ANCHORAGE D ATA NUMBER OF ANCHOR BOLTS 16
=
ANCHORBOLT DIAMETER
= 1.5000E+00 i
EXPOSED LENGTH OF BOLT = 1.2000E+01 TOTAL LENGTH OF BOLT
= 3.0000E+01 1
BOLT YOUNG'S MODULUS
= 2.9000E407 PREC ALCUL ATED D AT A EFFECTIVE FLUID WEIGHT = 1.0780E+01 TANK SHELL CRITICAL STRESS = 7.2300E403 LIMIT ON BOLT CAPACITY = 7.9520E+04 NET VERTICAL BASE REACTION =.3.9000E+04 i
ITER ATION PARAMETERS MAXIMUM # OFITERATIONS = 200 l
CONVERGENCE TOLERANCE = 1.00 l
kV' Q-4 eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee eseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee TMI consdensate water tank Ovenurning Moment Capacity 03-20-98 13:06:15 eeeeesseseeseeeeeeeeeeeeeeeeeeeeeeee...eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeees eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee INTERMEDI ATE RESULTS ITER # NEUTRAL AXIS PS PB PL PSUM XNORM 1
1.5708E+00 -1.0411E+06 2.5693E+04 2.9267EM4 -9.8616E405 -9.4716E+05 2
1.0472E+00 -7.1301E+05 9.9779E+04 5.0488EH)4 -5.6275E+05 -5.2375E+05 3
7.2273E-01 -4.9719E+05 2.5753E+05 7.0882E+04 -1.6878E+05 '-1.2978 EMS 4
5.0536E-01 -3.4925E+05 5.8149EH)5 9.2038E+04 3.2428E+05 3.6328E+05 5
6.7137E-01 -4.2915E+05 3.6552E+05 7.9503E+04 1.5874E+04 5.4874E+04 6
6.7413E-01 -4.6430E+05 3.0381E+05 7.4862E+04 -8.5628E+04 -4.6628E+04 7
6.4869E-01 -4.4704E+05 3.3229E+05 7.7086E+04 -3.7663E+04 1.3375E+03 8
6.6151E-01 -4.5574E+05 3.1752E+05 7.5952E+04 -6.2269E+04 -2.3269EM4 9
6.5513E-01 -4.5141E+05 3.2477E+05 7.6513EM4 -5.0130E+04 -1.ll30E+04 10 6.5192E-01 -4.4923E+05 3.2849E+05 7.6798E+04 -4.3939E+04 -4.9385E%3 11 6.5031E-01 -4.4813EM5 3.3038E+05 7.6942E+04 -4.0811E+04 -1.8114E+03 12 6.4950E-91 -4.4759E+05 3.3133E+05 7.7014E+04 -3.9240E+04 -2.3954E+02 13 6.4910E-01 -4.4731E+05 3.3181E+05 7.7050E+04 -3.8452E+04 5.4813E+02 14 6.4930E-01 -4.4745EH)5 3.3157E+05 7.7032E+04 -3.8846E+04 1.5408E+02 15 6.4940E-01 -4.4752E+05 3.3145E+05 7.7023E+04 -3.9043E+04 4.2813E+01 16 6.4935E-01 -4.4748E+05 3.3151E+05 7.7028E+04 -3.8944E+04 5.5773E+01 17 6.4937E-01 -4.4750E+05 3.3148E+05 7.7025E+04 -3.8993E+04 6.5234E+00 18 6.4939E-01 -4.4751E+05 3.3147E+05 7.7024E+04 3.9018E+04 -1.8133E+01 19 6.4938E-01 -4.4751E+05 3.3147E+05 7,7025E+04 -3.9006E+04 -5.9844E+00 20 6.4938E-01 -4.4750E+05 3.3148E+05 7.7025E404 -3.9000E+04 1.0938E-01 l
I
i' I
1 u//n 0-[
i l
...................e.........e...:.s..........
l TMI consdensate wate tank Overturning Moment Capacity 03 20-98 13:06:15 l
....................................................*4. ****.........................
RESULTS OF AN ALYSIS i
(1) NEUTRAL AX1S LOCAT10N:
DEGREES RADIANS 37.2065 6.4938E-01 j
i (2) TENSILE FORCES IN ANCHOR BOLTS:
BOLT # REF. ANGLE (DEGREES)
FORCE I
180.0000 4.5107E+04 2
157.5000 4.3195E+04 3
135.0000 3.7753E+04 4
112.5000 2.9607E+04 5
90.0000 1.9998E+04 6
67.5000 1.0389E+04 7
45.0000 2.2436E+03 (3) DIRECT FORCES AT TANK BASE:
LONGITUDINAL FORCEIN SHELL
= -4.4750E+05 SUM OF ANCHOR BOLT FORCES
= 3.3148E+05 BOTTOM PLATE HOLDOWN FORCE
= 7.7025E+04 TOTAL =.3.9000E+04 (4) RESTORING MOMENT:
(
FROM LONGITUDINAL FORCES IN SHELL= 1.2357E+08 j
FROM ANCHOR BOLTS TENSILE FORCES = 5.4676E+07 FROM BOTIDM PLATE HOLDOWN FORCE = 8.0343E+06 TOTAL = 1.8628E+08 j
l-41/VL p-6 1
TMI consdensate water tank Overturning Moment Capacity 03-20-98 13:06:15
..................... **............**.......****....+.+....***..********..********
ADDITION AL RESULTS:
MAXIMUM LENGTH OF UPLIFTED BOTTOM PLATE = 9.0336E+00 MAXIMUM UPLIFT DISPLACEMENT
= 2.6405E-02 MAXIMUM FIBRE STRESS IN BOTTOM PLATE = 1,4075E+04 l
.