ML20117A614
| ML20117A614 | |
| Person / Time | |
|---|---|
| Site: | Fort Calhoun  |
| Issue date: | 01/10/1994 |
| From: | Karavoussianis STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20117A383 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR C-005, C-005-R00, C-5, C-5-R, FC06327, FC6327, NUDOCS 9608260213 | |
| Download: ML20117A614 (24) | |
Text
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JOB NO,93C2777 C2lculation C-005 Sheet 24 of 55
SUBJECT:
Fcrt Calhoun St: tion Date: 1/10/94 USI A-46/IPEEE Seismic Evaluation Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural mechanical Detailed HCLPF and Fragility 4./c.
consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky
.s. c.
Tank DW-48 Tank DW-48 is a vertical cylindrical flat bottom tank, which rests un-anchored on a concrete pad. Therefore, the TANKV 1.0 computer program can be used to calculate its seismic margins. The inputs for the program come from the tank drawing of reference number 8.
Due to the lack of information at the time of analysis the following assumptions were made.
- 1. The height of the tank roof dome is 2 ft.
- 2. The height of the liquid in the tank is between 24 ft and 30 ft.
- 3. The maximum horizontal response spectra acceleration for the sloshing damping of 0.5% is 0.20g.
To account for the second assumption, there will be three cases of input data used with the program. The variance to the input in each case is the height of the liquid (i.e. 24ft, 27ft and 30ft are heights of cases A, B and C respectively).
Upon reviewing the outputs of each case which follow, it was noted that the frequency of sloshing is about 0.315 Hz. Converting the 5% damped response spectra into a power spectra l
with the use of SPECTRA 1.1 and then the power spectra into a 0.5% damped response, the horizontal acceleration at 0.315 Hz for 0.5% damping is about 0.15g, hence the assumption of 0.20g is OK.
In both cases, "B" and "C", a warning of insufficient freeboard height occurs. Since, case "C" is i
too extreme,and probably not actually the case, lets examine case "B" more plosely.
Assumed Sloshing Actual Stoshing Since the sloshing height is proportional to Sas (page 7.26, ref.11) 5.04 x 0.15 Actual Sloshing Height =
3.78 ft 0.20 Freeboard Height 3.00 c HCLPF
x Se.ismic Marg.in =
x 0218 = 0.173g l
Actual Sloshing Height 3.78 Therefore, the use of 0.179 HCLPF and 0.17x2.1 = 0.36g fragility is conservative. Also, the drawing of reference number 7, which was received later, shows the height of the roof dome at about 1'-51/4", therefore the assumption of 2'-0"is conservative in the calculation of the roof's weight.
9608260213 960819 PDR ADOCK 05000285 p
I Fco6n7 JOB NO 93C2777 C Icul: tion C-005 Sheet 25 of 55
SUBJECT:
Fort Calhoun Station Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis l
a structural-mechanical Detailed HCLPF and Fragility 4.f.
I consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky 5.C.
I l
Input Data For Tank DW-48 : Case A TANKV SEISMIC RESPONSE AND CAPACITY ANALYSIS OF VERTICAL CYLINDRICAL LIQUID STORAGE FLAT-BOTTOM TANKS prepared by Stevenson and Associates Cleveland, OH,1991 input data Title of the Problem DW-48-A Input Data Number 1
input Data For Response Analysis Units Used American Foundation-Tank interaction included (Y or N)?
N Capacity Analysis Required (Y or N)?
.Y Tank Material Type carbon steel Young's Modulus of the Tank Material
- 29500.000 (ksi)
Poisson's Ratio Weight Density of the TaEk Material.
- 0.300
~
- 490.000 (Ib/ft/ft/ft) l Tank Liquid Type water, demiwater Weight Density of the Liquid
. 62.400 (Ib/ft/ft/ft)
Radius of the Tank Shell
- 15.000 (ft)
Height of Liquid in the Tank 24.000 (ft)
Height of the Tank Shell
. 30.000 (ft)
Height of the Tank Roof Dome
- 2.000 (ft)
Average Thickness of the Tank Shell 0.188 (in)
Equivalent Thickness of the Tank Roof (L) 0.250 (in)
Thickness of the Tank Bottom (L)
- 0.250 (in)
Response Spectrum Type user defined
(
Zero Period Acceleration 0.000 (g)
Vertical to Horizontal ZPA Ratio 0.000 l
F&oG m JOB NO. 93C2777 Cricul: tion C-005 Sheet 26 of 55
SUBJECT:
Fort C:lhcun Station Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical Detailed HCLPF and Fragility AA consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky S. C.
Response Spectral Accelerations at the Tank Base fre (Hz) sah (g) say (g) 0.200 0.077 0.051 0.400 0.155 0.103 0.600 0.232 0.155 1.000 0.387 0.258 1.700 0.636 0.424 8.000 0.636 0.424 12.000 0.513 0.342 16.000 0.440 0.293 31.000 0.310 0.207 50.000 0.300 0.200 Maximum Horizontal Response Spectral Acceleration (for typical sloshing frequencies about 0.5 Hz and for sloshing damping about 0.5 perc.)
- 0.200 (g)
Uncertainity of Natural Frequencies (perc.)
. 20.000 Input Data For Capacity Analysis.
Tank is Anchored (Y or N)?
N
, Tank Material Specification.
SA-285(C)
{
Minimum Yield Stress of the Tank i
Shell Material 30.000 (ksi)
Basic Aliowable Stress of the Tank Shell Material
- 13.700 (ksi).
Thickness of the Tank Shell Near the Tank Bottom
- 0.188 (in)
Freeboard Height (above the maximum.
liquid level)
~
6.000_(ft)
Strength Reduction Factor (to estimate code-based capacities): 1.000 l
i l
t l
l
Fcoc 327 JOB NO. 93C2777 Calculation C-005 Sheet 27 of 55
SUBJECT:
Fcrt Cilhoun Station Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation i
Revision 0 Project STEVENSON a ASSOCIATES By: A. Karavoussiants a structural-rnechanical Detailed HCLPF and Fragility
//.y,
consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky S'. C.
Output Data For Tank DW-48 : Case A 1
TANKV i
SEISMIC RESPONSE AND CAPACITY ANALYSIS OF VERTICAL CYLINDRICAL LIQUID STORAGE FLAT-BOTTOM TANKS prepared by Stevenson and Associates Cleveland, OH,1991 output data Title of the Problem DW-48-A Output Data Number 1
Units Used American Recapitulation of Weights Total Weight of the Tank Roof 8.659 (kip)
Total Weight of the Tank Shell
- 21.648 (kip)
Total Weight of the Tank Bottom
. 7.216 (kip)
Total Weight of the Tank Liquid
- 1058.588 (kip)
Natural Frbquencies o~f the Tank-Liquid System Fundamental Horizontal Natural Frequency of the Tank-Liquid System (foundation-tank interaction neglected)
- 10.021 (Hz)
Fundamental Vertical Natural Frequency of the Tank-Liquid System (foundation-tank interaction neglected)
- 8.290 (Hz)
Fundamental Sloshing Frequency 0.315 (Hz) i l
i WobuJ JOB NO. 23C2777 Calculation C-005 Sheet 28 of 55
SUBJECT:
Fort Calhoun Station Date: 1/10/94 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis l
a structural-rnechanical Detailed HCLPF and Fragility A,#.
consulting engineering firrn for Tanks (Tank DW-48)
Check S. Chapsky
.c.
Response Spectral Acceleretions for Calculated Frequencies Spectral Acceleration of Horizentalimpulsive l
Mode Response 0.635 (g)
Spectral Acceleration of Vertical Mode Response 0.424 (g)
Spectral Acceleration of Sloshing Mode Response 0.200 (g)
Horizontal impulsive Mode Response Impulsive Mode Base Shear 513.663 (kip)
Impulsive Mode Base Moment 4713.885 (kip-ft)
Impulsive Mode Hydrodynamic Pressure (maximum value at the tank bottom): 2.657 (psi)
Horizontal Convective (Sloshing) Mode Response Convective Mode Base Shear
- 60.528 (hip)
Convective Mode Base Moment
- 955.095 (kip it)
Convective Mode Hydrodynamic Pressure (maximum value near the liquid surface)
- 1.090 (psi)
Theoretical Sloshing Height
- 2.520 (ft)
, Vertical Mode Response Vertical Response Mode Liquid Pressure (maximum value at the tank bottom)
- 3.528 (psi)
Combined Response
_c -
Combined Seismic Base Shear
- 517.217 (kip)
Combined Seismic Base Moment 4809.669 (kip-ft)
Static Liquid Pressure l
(maximum value at the tank bottom).
- 10.400 (psi)
Total Seismic Liquid Pr6ssure (maximum value at the tank bottom)
. 4.418 (psi)
Additional Overturning Base Moment (due to seismic liquid pressure at the tank bottom
.which loads the tank foundation only, not the tank shell and its anchor bolts) 1686.410 (kip-ft)
Wo6 32~7 JOB NO, C3C2777 Calculati n C-005 Sheet 29 of 55 l
SUBJECT:
Fort Calhoun St: tion
)
Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation l
Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical Detailed HCLPF and Fragility g,g.
consulting engineering firm for Tanks (Tank DW-48)
Check. S. Chapsky 5, C -
Compressive Buckling Capacity of the Tank Shell,
~
Liquid ' Hold-Down Forces Compressive Buckling Capacity Stress of the Tank Shell 10.927 (ksi)
Basic Value of the Liquid Hold-Down Force : 0.130 (kip /in)
First Derivation of the Liquid Hold-Down force (with respect to the uplift displacement)
- 0.089 (kip /in/in)
Nominal & Reduced (Code-Based) Overturning Moment Tank Capacities Nominal Overturning Moment Tank Capacity
- 4466.059 (kip-ft)
Maximum Uplift (L)
- 1.658 (in) fi = 1.0, no reduction required to estimate code-based capacity Nominal & Reduced (Code-Based) Sliding Shear Tank Capacities Nominal Sliding Shear Tank Capacity
- 659.988 (kip) fi = 1.0, no reduction required to estimate code-based capacity Other Capacity Checks i
Nominal Liquid Capacity Pressure 28.542 (psi) fi = 1.0, no reduction required to estimate code-based capacity Seismic Margins Seismic Margin Overturning Moment Tank Capacity
- 0.279 (g)
Seismic Margin Sliding Shear Te nk Capacity 0.383 (g) l Seismic Margin Liquid Pressure Tank Capacity
- 1.478 (g) l l
\\
l I
I
FCoG3A~7 JOB NO,93C2777 Calculation C-005 Sheet 30 of 55
SUBJECT:
Fort Crlhoun Station Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation l
Project e sion 0 l
STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical Detailed HCLPF and Fragility
/) jc.
consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky s.c Input Data For Tank DW-48 : Case B TANKV SEISMIC RESPONSE AND CAPACITY ANALYSIS OF VERTICAL CYLINDRICAL LIQUID STORAGE FLAT-BOTTOM TANKS prepared by Stevenson and Associates Cleveland, OH,1991 in put d ata-Title of the Problem DW-48-B Input Data Number : 1 Input Data For Response Analysis Units Used
. American l
Foundation-Tank interaction included (Y or N)?
.N Capacity Analysis Required (Y or N)?
Y Tank Material Type carbon steel Young's Modulus of the Tank Material
- 29500.000 (ksi)
Poisson's Ratio.
- 0.300 Weight Density of the Tank Material,'
490.t00 (Ib/ft/ft/ft)
Tank Liquid Type
. watet, demiwater Weight Density of the Liquid
- 62.400 (Ib/ft/ft/ft)
Radius of the Tank Shell 15.000 (ft)
Height of Liquid.in the Tank
- 27.000 (ft)
Height of the Tank Shell 30.000 (ft)
Height of the Tank Roof Dome 2.009 (ft)
Average Thickness of the Tank Shell
- 0.1CGUn)
Equivalbnt Thickness of the Tank Roof (L). 0.250 (in)
Thickness of the Tank Bottom (L) 0.250 (in)
Response Spectrum Type user defined l
Zero Period Acceleration 0.000 (g)
Vertical to Horizontal ZPA Ratio 0.000
FcoGu7 JOB NO. 93C2777 Calculation C-005 Sheet 31 of 55
SUBJECT:
Fort Calhoun Station Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical Detailed HCLPF and Fragility A.
consulting engineering firm for Tanks (Tank DW-48)
Check: $. g.
Chapsky 5.c.
Response Spectral Accelerations at the Tank Base fre (Hz) sah (g) sav (g) 0.200 0.077 0.051 0.400 0.155 0.103 0.600 0.232 0.155 1.000 0.387 0.258 1.700 0.636 0.424 8.000 0.636 0.424 12.000 0.513 0.342 16.000 0.440 0.293 31.000 0.310 0.207 50.000 0.300 0.200 Naximum Horizontal Response Spectral Acceleration (for typical sloshing frequencies about 0.5 Hz and for sloshing damping about 0.5 perc.)
- 0.200 (g)
Uncertainity of Natural Frequencies (perc.).
. 20.000 input Data For Capacity Analysis Tank is Anchored (Y or N)?
N Tank Material Specification
- SA-285(C)
Minimum Yield Stress of the, Tank
,' Shell Material 30.000 (ksi)
Basic Allowable Stress of the Tank Shell Material 13.700 (ksi)
Thickness of the Tank Shell Near the Tank Bottom 0.188 (in)
Freeboard Height (above the maximum liquid level)
. 3.000 (ft)
Strength Reduction Factor
- (to estimate code-based capacities): 1.000 l
l 1
Fcot u?
JOB NO. 93C2777 Calculition C-005 Sheet 32 of 55
SUBJECT:
Fort Calhoun St tion Date: 1/10/94 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural mechanical Detailed HCLPF and Fragility
/).k,
consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky 5 c.
Output Data For Tank DW-48 Case B TANKV SEISMIC RESPONSE AND CAPACITY ANALYSIS OF VERTICAL CYLINDRICAL LIQUID STORAGE FLAT-BO1 TOM TANKS prepared by Ste<enson and Associates Cleveland, OH,1991 output data Title of the Problem DW-48-B Output Data Number 1
Units Used American
)
i Recapitulation of Weights Total Weight of the Tank Roof
. 8.659 (kip)
Total Weight of the Tank Snell
. 21.648 (kip)
Total Weight of the Tank Bottom 7.216 (kip)
Total Weight of the Tank Liquid
.1190.911 (kip) i Natural Frequencies of the Tank-Liquid System Fundamental Horizontal Natural Frequency of the Tank-Liquid System (foundation-tank interaction neglected)
. 8.872 (Hz)
Fundamental Vertical Natural Frequency of the Tank-Liquid System (foundation-tank interaction neglected)
-7.031 (Hz)
Fundamental Sloshing Frequency 0.316 (Hz) i I
l
1 F(oro3 2 7 JOB NO,03C2777. Calct!r. tion C-005 Sheet 33 of 55
SUBJECT:
Fort Calhoun St: tion Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation Revision 0 i
Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural mechanical Detailed riCLPF and Fragility
/). A.
consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky
.C. c.
Response Spectral Acceleretions for Calculated Frequencies Spectral Acceleration of Horizontalimpulsive Mode Response 0.636 (g)
Spectral Acceleration of Vertical Mode Response 0.424 (g)
Spectral Acceleration of Sloshing Mode Response
- 0.200 (g)
Horizontal Impulsive Mode Response i
impulsi e Mode Base Shear
- 598.241 (kip)
Impulsive Mode Base Moment
. 6351.873 (kip-ft)
Impulsive Mode Hydrodynamic Pressure l
(maximum value at the tank bottom): 2.864 (psi) l Horizontal Convective (Sloshing) Mode Response Convective Mode Base Shear 60.705 (kip)
Convective Mode Base Moment
- 1141.465 (kip-ft)
Convective Mode Hydrodynamic Pressure (maximum value near the liquid surface) 1.090 (psi)
Theoretical Sloshing Height
- 2.520 (ft)
Vertical Mode, Response Vertical Response Mode Liquid Pressure (maximum value at the tank bottom)
. 3.969 (psi)
Combined Response Combined Seismic Base Shear
. 601.313 (kip)
Combined Seismic Base Moment 6453.621 (kip-ft)
Static Liquid Pressure
~
i (maximum value at the tank bottom) 11.700 (psi)
Total Seismic Liquid Pressure (maximum value at the tank bottom) 4.895 (psi)
Additional Overturning Base Moment (due to seismic liquid pressure at the tank bottom which loads the tank foundation only, not the tank shell and its anchor bolts)
- 1868.467 (kip-ft)
R o(>327 JOB NO,93C2777 Cahulatior' C-005 Sheet 34 of 55
SUBJECT:
Fort Calhoun St: tion Date: 1/10/94 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical Detailed HCLPF and Fragility
/).g.
consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky Lc.
Compressive Buckling Capacity of the Tank Shell, Liquid Hold-Down Forces Compressive Buckling Capacity Stress of the Tank Shell 10.193 (ksi)
Basic Value of the Liquid Hold-Down Force : 0.138 (kip /in)
First Derivation of the Liquid Hold-Down Force (with respect to the uplift displacement)
- 0.101 (kip /in/in)
Nominal & Reduced (Code-Based) Overtuming Moment Tank Capacities Nominal Overturning Moment Tank Capacity 4696.486 (kip-ft)
Maximum Uplift (L) 1.550 (in) fi = 1.0, no reduction required to estimate code-based capacity Nominal & Reduced (Code-Based) Sliding Shear Tank Capacities Nominal Sliding Shear Tank Capacity
. 740.047 (kip) fi = 1.0, no reduction required to estimate code-based capacity Other Capacity Checks
'~
Nominal Liquid Capacity Pr' essure
. 28.642 (psi) fi = 1.0, no reduction required to astimate code-based capacity Seismic Margins Seismic Margin Overturning Moment Tank Capacity
. 0.218 (g)
Seismic Margin Sliding Shear Tank Capacity 0.369 (g)
~ Seismic Margin Liquid Pressure Tank Capacity 1.239 (g)
"* warning "*
insufficient freeboard heigh't, the tank roof may be damaged by sloshing waves theoretical sloshing height multiplied by 2.0 i
(2.0 = factor to express sloshing uncertainty) 5.040 Freeboard Height (above the maximum liquid level) 3.000 l
l
W oc,D.9 JOB NO. 93C2777 CcicJiation C-005 Sheet 35 of 55
SUBJECT:
Fort Calhoun Station Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation Rev sion 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical Detailed HCLPF and Fragility
/)y.
i consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky
.5, C.
Input Data For Tank DW-48 : Case C TANKV SEISMIC RESPONSE AND CAPACITY ANALYSIS OF VERTICAL CYLINDRICAL LIQUID OTORAGE FLAT-BOTTOM TANKS prepared by Stevenson and Associates Cleveland, OH,1991 input data
' Title of the Problem. DW-48-C input Data Number : 2 Input Data For Response Analysis Units Used
- American Foundation-Tank Interaction included (Y or N)?
N Capacity Analysis Required (Y or N)?
- Y Tank Material Type
- carbon steel Young's Modulus of the Tank Material
- 29500.000 (ksi)
Poisson's Ratio 0.300
~ Weight Density of the Tank Material
- 490.000 (Ib/ft/ft/ft)
Tank Liquid Type
- water, demiwater Weight Density of the Liquid 62.400 (Ib/ft/ft/ft)
Radius of the Tank Shell
. 15.000 (ft)
Height of Liquid in the Tank 30.000 (ft)
Height of the Tank Shell 30.010 (ft)
Height of the Tank Roof Dome
- 2.000 (ft)
Average Thickness of the Tank Shell
. 0.188 (in)
Equivalent Thickness of the Tank Roof (L) : 0.250 (in)
Thickness of the Tank Bottom (L)
- 0.250 (in) l Response Spectrum Type user defined
~
Zero Period Acceleration 0.000 (g)
Vertical to Horizontal ZPA Ratio 0.000 I
ftcs 3D JOB NO,93C2777 Calcul: tion C-005 Sheet 36 of 55
SUBJECT:
Fort C:lhoun Station Date: 1/10/94 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical Detailed HCLPF and Fragility
/).y.
consulting engineering firrn for Tanks (Tank DW-48)
Check: S. Chapsky 5 C.
l l
Response Spectral Accelerations at the Tank Base l
fre (Hz) sah (g) sav (g) 0.200 0.077 0.051 0.400 0.155 0.103 0.600 0.232 0.155 1.000 0.387 0.258 1.700 0.636 0.424 8.000 0.636 0.424 12.000 0.513 0.342 16.000 0.440 0.293 31.000 0.310 0.207 50.000 0.300 0.200 Maximum Horizontal Response Spectral Acceleration (for typical sloshing frequencies about 0.5 Hz and for sloshing damping about 0.5 perc.) : 0.200 (g)
Uncertainity of Natural Frequencies (perc.) : 20.000 Input Data For Capacity Analysis
~
Tank is Anchored (Y or N)?
- N Tank Material Specification
- SA-285(C) i Minimum Yield Stress of the Tank l
Shell Material 30.000 (ksi)
Basic Allowable Stress of the Tank Shell Material 13.700 (ks",
Thickness of the Tank Shell Near the Tank Bottom
- 0.188 (in)
Freeboard Height (above the maximum l
liquid level) 0.100 (ft)
Strength Reduction Factor (to estimate code-based capacities): 1.000
1 PCo6317 JOB NO,93C2777 Cricalation C-005 Sheet 37 of 55
SUBJECT:
Fort Calhoun St tion Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-mechanical Detailed'HCLPF and Fragility g.p.
consulting engineering firm for Tanks (Tank DW-48)
Check: S. Chapsky
.5. C.
Outout Data For Tank DW-48 : Case C l
l TANKV SEISMIC RESPONSE AND CAPACITY ANALYSIS OF VERTICAL CYLINDRICAL LIQUID STORAGE Ft.AT-BOTTOM TANKS prepared by Stevenson and Associates Cleveland, OH,1991 output data Title of the Problem DW-48-C Output Data Number 2
~
i Units Used American Recapitulation of Weights Total Weight of the Tank Roof 8.659 (kip)
Total Weight of the Tank Shell
- 21.655 (kip)
Total Weight of the Tank Bottom 7.216 (kip) l Total Weight of the Tank Liquid 1323.235 (kip)
I
^
l Natural Frequencies of the Tank-Liquid System l
Fundamental Hori. $$al, tura Frequency of the Tank-Liquid i a >m -
(foundation-tank inti dion r eglected) 7.541 (Hz)
Fundamental Vertica. 3..
cal Frequency of the Tank-Liquid System (foundation-tank interaction neglected) 6.056 (Hz)
Fundamental Sloshing Frequency 0.316 (Hz) -
O
F~ cog 9.2 9 JOB NO. 93C2777 C lc.htion C-005 Sheet 38 of 55
SUBJECT:
Fort Celhoun Stttion Date: 1/10/94 l
USI A-46/IPEEE Seismic Evaluation Revision 0 Project i
STEVENSON & ASSOCIATES By: A. Karavoussianis l
a siructural-mechanical Detailed HCLPF and Fragility
/).y.
consulting engineering firm for Tanks (Tank DW-48)
Check;S. Chapsky
.C.
Response Spectral Acceleretions for Calculated Frequencies Spectral Acceleration of Horizontalimpulsive l
Mode Response 0.636 (g)
Spectral Acceleration of Vertical Mode Response
. 0.424 (g)
Spectrd! Acceleration of Sloshing Mode Response
. 0.200 (g)
Horizontal impulsive Mode Response impulsive Mode Base Shear
. 682.403 (kip)
Impulsive Mode Base Moment
. 8238.616 (kip-ft)
Impulsive Mode Hydrodynamic Pressure (maximum value at the tank bottom): 3.034 (psi)
Horizontal Convective (Sloshing) Mode Response Convective Mode Base Shear
- 60.790 (kip)
Convective Mode Base Moment 1326.137 (kip-ft)
Convective Mode Hydrodynamic Pressure (maximum value near the liquid surface) 1.090 (psi)
Theoretical Sloshing Height 2.520 (ft)
Vertical Mode Re,sponse Vertical Response Mode Liquid Pressure (maximum value at the tank bottom)
. 4.410 (psi)
Combined Response Combined Seismic Base Shear
. 685.105 (kip)
Combined Seismic Base Moment
- 8344.665 (kip-ft)
Static Liquid Pressure (maximum value at the tank bottom) 13.000 (psi)
Total Seismic Liquid Pressure (maximum value at the tank bottom) 5.353 (psi)
Additional Overturning Base Moment (due to seismic liquid pressure at the tank bottom which loads the tank foundation only, not the tank shell and its anchor bolts)
. 2043.152 (kip-ft) l
1 FC ccA13 JOB NO. 93C2777 Calcul tion C-005 Sheet 39 of 55
SUBJECT:
Fort Calhoun Station Date: 1/10/94 USl A-46/IPEEE Seismic Evaluation Project Revision 0 STEVENSON & ASSOCIATES By: A. Karavoussianis a structural-rnechanical Deta';ed HCLPF and Fragility A,,R.
consulting engineering firm for Tanks (Tank DW 48)
Check: S. Chapsky
.5, C.
l Compressive Buckling Capacity of the Tank Shell, Liquid Hold-Down Forces Compressive Buckling Capacity Stress of the Tank Shell 9.398 (ksi)
Basic Value of the Liquid Hold-Down Force : 0.145 (kip /in)
First Derivation of the Liquid Hold-Down Force (with respect to the uplift displacement) 0.112 (kip /in/in)
Nominal & Reduced (Code-Based) Overtuming Moment Tank Capacities Nominst Overturning Moment Tank Capacity
- 4914.428 (kip-ft)
Maximum Uplift (L) 1.458 (in) fi = 1.0, no reduction required to estimate code-based capacity Nominal & Reduced (Code-Based) Sliding Shear Tank Capacities Nominal Sliding Shear Tank Capacity
. 820.111 (kip) l fi = 1.0, no reduction required to estimate code-based capacity Other Capacity Checks Nominal Liquid Capacity Pressure 2t,.542 (psi) fi = 1.0, no reduction required to estimate code-based capacity Seismic Margins 1
Seismic Margin Overtuming Moment Tank Capacity
. 0.177 (g)
{
Seismic Margin Sliding Shear Tank Capacity
. 0.359 (g)
Seismic Margin Liquid Pressure Tank Capacity
. 1.045 (g)
- warning ***
l insufficient freeboard height, l
l the tank roof may be damaged by sloshing waves i
theoretical sloshing height multiplied by 2.0 (2.0 = factor to express sloshing uncertainty) 5.040 Freeboard Height (above the maximum liquid level)
- 0.100 t
... - -. - - -. -.. ~ _ -.
i i
i l
f l
4 LIC-96-0109 i
i ATTACHMENT 5
{
Question 8 (Seismic)
{
Screening Evaluation Worksheets Sketch of Planned Modification to Shutdown Heat Exchangers
)
i f
?
i i
i i
Q' OmIhm Public Pawar District - Fcrt Calhaun Stati:n GIP Rsv 2, Correct d,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: No Sheet i of 2 ID : WD-21 (Rev. 0) l Class : 21 - Tanks and Heat Exchangers
==
Description:==
Building : AUX Floor El. : 1010.00 Room, Row / Col: AB030,22WT-l 14N7 Manufacturer, Model, Etc. :
BASIS : Extemal analyals
- 1. The buckling capacity of the shell of a large, flat-bottom, vertical tank is equal to or greater than the demand.
N/A
- 2. The capacity of the anchor bolts and their embedments is equal to or greater than the No*
demand.
- 3. The capacity of connections between the anchor bolts and the tank shellis equal to or N/A greater than the demand.
- 4. Attached piping has adequate flexibility to accommodate the motion of a large, flat-bottom, Yes vertical tank.
- 5. A ring-type foundation is not used to support a large, flat-bottom, vertical tank.
N/A i
l lS EOulPMENT Sysgu!CALLY ADEQUATE?
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COlWIMENTS SRTs are W. Djordjevic and A. Al-Dabbagh - 8/18/93.
REF: Dwgs 11405-S-51 & 68, Aqua-Chem inc. Dwgs. 619-D-7532 (00161),633-D-7819 (00221) & 641-D-7801 (00222) and Venetian Iron Works Inc. Dwg. 373 (18083).
Anchcrage:
It is support on a 6' high steel frame with numerous legs, which are welded to a steel base skid. The skid in tum is anchored to the concrete floor by 8 - 3/4" cast in place blots. Since an additional external evaluation is required, WD-21 willinitially be classified as an outlier.
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Omaha Public Power District - Fort Calhoun Ststion GlP Rev 2, Corrected,2/14/92 O
SCREENING EVALUATION WORK SHEET (SEWS)
Status: No ID : WD-21 (Rev. 0)
Sheet 2 of 2 l Class : 21 - Tanks and Heat Exchangers Description :
Building : AUX Floor El. : 1010.00 Room, Row / Col: AB030,22WT-14N'7 Manufacturer, Model, Etc.
EICTURES i
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Omaha Public Power Diltrict - Fz rt Calh un Station GIP REv 2.Corricted,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: No Sheet 1 of 4 ID : Al-1088 ( Rev. 0 )
l Class : 20. Instrumentation and Control Panels and Cabinets Descriptkm :
Building : AUX l Floor El. : 1011.00 l Room, Row / Col : All Locations Manufacturer, Model, Etc. -
SEISMIC CAPACITY VS DEMAND 1.
Elevation where equipment receives seismic input 1007.00 2.
Elevation of seismic input below about 40' from Grade (grade = 1004.00)
Yes 3.
Equipment has fundamental frequency above about 8 Hz (est. frequency = 11.00)
Yes 4.
Capacity based on:
1.00
- Boundina Spectrum 5.
Demand based on:
1.00
- Design Basis Ground Ra=aanse Spectrum 8.0000E-001 t
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Capacity... Demand
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CWV C%IPGlPucectra des Labe4Boundmg Spectrum Demand 1 C%iPPROJ00314pectra. des BUILDING lSSElELEVATION]GroundiLOCATIONiAll LocatensIDIRECTIONIHortzontal Demand 2 CSIPPROJ00314pectra. des BUILDINGISSElELEVATIONIGroundl LOCATION lAN j
LocahonsIDIRECTION; Horizontal l
Does capacity exceed demand?
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Omaha Public P wer District - Fort Cilhtun Stati n GIP Rev 2,.Cttr cted,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: No -
Sheet 2 of 4 10 : Al-1088 ( Rev. 0 )
l Class : 20. Instrumentation and Control Panels and Cabinets Description :
Building : AUX l Floor El. : 1011.00 l Room, Row / Col : All Locations Manufacturer, Model, Etc. -
CAVEATS - BOUNDING SPECTRUM l&C/BS Caveat 1 - Earthquake Experience Eculoment Class.
Yes l&C/BS Caveat 2 - Computers and Programmable Controllers Evaluated Separately.
N/A l&C/BS Caveat 3 - Strip Chart Recorders Evaluated.
N/A l&C/BS Caveat 4 - Structural Adequate.
Yes I&C/BS Caveat 5 - Adjacent Cabinets or Panels Bolted Together.
Yes l&C/BS Caveat 6 - Drawers or Equipment on Slides Restrained.
Yes l&C/BS Caveat 7 - Doors Secured.
Yes l&C/BS Caveat 8 - Sufficient Slack and Flexibility of Attached Lines.
Yes l&C/BS Cavest 9 - Adequate Anchorace.
Yes 1&C/BS Caveat 10 - Potential Chatter of Essential Relays Evaluated.
Yes l&C/BS Caveat 11 - No Other Concems.
Yes is the intent of all the caveats met for Bounding Spectrum?
_Ygg ANCHORAGE
- 1. The sizes and locations of anchors have been determined.
No
- 2. Appropriate equipment characteristics have been determined (mass, CG, natural freq.,
Yes damping, center of rotation).
l.
- 3. The type of anchorace is covered by the GIP.
Yes 1
- 4. The adequacy of the anchorage installation has been evaluated (weld quality and length, No nuts and washers, expansion anchor tightness, etc.)
- 5. Factors affecting anchorage capacity or margin of safety have been considered:
Yes embedment length, anchor spacing, free-edge distance, concrete strength / condition, and concrete crackin0
- 6. For bolted anchoraces any gaps under the base are less than 1/4.
Yes
- 7. Factors affecting essential relays have been considered: gaps under the base, capacity Yes reduction for expansion anchors.
- 8. The base has adequate stiffness and the effect of prying action on anchors has been Yes considered.
- 9. The strength of the equipment base and the load path to the CG is adequate.
Yes
- 10. The adequacy of embedded steel, grout pads or large concrete pads have been evaluated.
Yes
- 11. The anchoraQe capacity exceeds the demand.
No Are anchorage requirements met?
N2 INTERACTION EFFECTS
- 1. Soft targets are free from impact by nearby equipment or structures.
Yes
- 2. If the equipment contains sensitive relays, it is free from all impact by nearby equipment or Yes structures.
- 3. Attached lines have adequate flexibility.
Yes
- 4. Overhead equipment or distribution systems are not likely to collapse.
Yes
- 5. No other adverse concems were found.
Yes l
Is equipment free of interaction effects?
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Omaha Public Power District - F:rt Calh:un Stati:n GlP Riv 2,. Corrected 2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: No Sheet 3 of 4 ID : Al-108B ( Rev. 0 )
l Class : 20. Instrumentation and Control Panels and Cabinets Description :
Building : AUX l Floor El. : 1011.00 l Room, Row / Col: All Locations Manufacturer, Model, Etc. -
l 18 EQUlPMENISEISMICALLY ADEQUATE?
Na COMMENTS l
The SRTs are Al-Dabbagh & Mathew-11/1/93 30" deep by 60" wide by 90" H cabinet anchored to R/C floor by 4 - 3/8" shells (Phillips) on one side only.
OUTLIER because cannot verify anchorage on other side (it would have to be welding) due to fire foam. See j
sketch.
1 Evaluated by:
Date:
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Plannad Modification for Shutdown Heat Exchangers AC-4A and AC-4B
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