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Rev 0 to Calculation 93C1783.2-02, IPEEE Fragility Evaluation for Beaver Valley Unit 2 Development of Beaver Valley Unit 2 HCLPFs for Flat Bottom Tanks
	ML20195F211
Person / Time
Site:	Beaver Valley
Issue date:	01/23/1997
From:	; STEVENSON & ASSOCIATES
To:	;
Shared Package
ML20195F186	List: L-98-218, Forwards Response & Calculations in Response to 980728 NRC Ltr Which Requested Addl Info Re IPEEE for Bvps,Unit 2; ML20195F196; ML20195F211; ML20195F232; ML20195F244; ML20195F251;
References
	93C1783.2-02, 93C1783.2-02-R00, 93C1783.2-2, 93C1783.2-2-R, NUDOCS 9811190213
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Client: PL G , Id c Calculation Number: 93d t73 3 2 -o 2

Title:

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Verification Method pign Renew Method a Altemase Cakulation o Qualification Test o Other o No Venfication N-a=ry Results:

1 REVISIONS j Revision No. 0

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Minisun Yistd Stresi cf the Tank j **S********************************************* Shell Material : 24.000 (ksi)

TANKV 1.0a

Basic Allowable Stress M

SEISMIC RESPONSE AND CAPACITY ANALYSIS

of the Tank Shell Materlat : 11.200 (ksi)

OF VERTICAL CYLINDRICAL LIQUID STORAGE Thickness of the Tank Shell Near

(

FLAT-BOTTOM TANKS

the Tank Botton : 0.313 (in)

E kuuber of Anchor Bolts (uniformly

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prepared by Stevenson and Associates

distributed around the tank peripnery) : 16

Cleveland, OH, 1995

Anchor Bolt Materlat (Steel) Specification : SA-307 y

input data

Young's Modulus of Anchor Bolts : 29500.000 (ksi)

- - - - Nominal - Yield Tensile Stress Bolt f Title of the Problem : 2WTD-TK23 Capacity of Anchor Bolts Nominal Diameter of Anchor Botts

33.000 (ksi)

1.750 (in)

< $ Input Data Number Input Data For Response Analysis

1 Height of Anchor Bolt Chairs Effective Depth of Anchor Botts

12.000 (in) g (below the tank bottom) : 17.000 (in)

N Units used : American Guaranteed Pretension of Anchor Bolts : 0.000 (kip)

- Foundation-Tank Interaction Included Reduction Factor of Anchor Bolt Tensile Capacity

%J (Y or N)? :N (used when the bolt chair carecity and/or the bolt M Capacity Analysis Required (Y or N)? : Y puttout capacity are smaller tnan the bolt tensite O

i Tank Material Type : carbon steel capacity and when a brittle fai Nre mode will occur a Young's Modulus of the Tank Material : 29500.000 (ksi) rather than a ductile bolt brean, : 1.000 P41sson's Ratio : 0.300 Freeboard Height (above the maximun j Weight Density of the Tank Material : 490.000 (lb/ft/ft/ft) liquid level) : 1.800 (ft)

J Tank Liquid Type : water, demiwater Strength Reduction Factor

Weight Density of the Liquid : 62.400 (lb/ft/ft/ft) (to estimate code-based capacities): 1.000 V Radius of the Tank Shell : 24.000 (ft)

Height of Liquid in the Tank : 47.000 (f t)

Height of the Tank Shell : 48.000 (ft)

Height of the Tank Roof Dome : 2.000 (ft)

Average Thickness of the Tank Shell : 0.229 (in)

Equivalent Thickness of the Tank Roof (L) : 0.313 (in)

Thickness of the Tank Bottom (L) : 0.250 (in)

Response Spectrue Type : user defined Zero Period Acceleration : 0.000 (g)

Vertical to Horizontal Z?A Ratio : 0.000 Response Spectral Accelerations at the Tank Base fre (Hz) sah (g) say (g) 1.000 0.008 0.005 2.500 0.051 0.034 5.000 0.119 0.079 10.000 0.151 0.101 25.000 0.151 0.101 Maximun Horizontal Response Spectral Acceleration (for typical sloshing frequencies about 0.5 Hz and for sloshing damping about 0.5 pere.) : 0.010 (g)

Uncertainity of Natural Frequencies (pere.) : 20.000 Input Data For Capacity Analysis Tank is Anchored (Y or N)? : Y Type of Anchorage : standard Tank Materlat Specification : SA-285(A) ppdus.in 1-21-97 4:18p Page 2 of 2

4 W ry) 4 C

4 *******es************+e****seee***senew***+***** ......................

{

TANKV 1.0a

Vertical Response Mode Liquid Pressure

* (maxinam value at the tank bottom) : 1.021 (psi) k

SEISMIC RESPONSE AND CAPACITY ANALYSIS w

OF VERTICAL CYLINDRICAL LIQUID STORAGE

Combined Response FLAT BOTTOM TANKS Q

prepared by Stevenson and Associates

Combined Seismic Base Shear : 509.623 (kip) g

Cleveland, OH, 1995

Combined Seismic Base Moment : 9625.216 (kip-f t) gg

output data

Static Liquid Pressure

. ************************************************ (maxima value at the tank bottom) : 20.367 (psi)

, so Total Seismic Liquid Pressure 00 Title of the Problem : 2WTD-TK23 (maxista value at the tank bottom) : 1.366 (psi)

F* Output Data Ntaber : 1 Additional Overturning Base Moment (due to Units used : American seismic liquid pressure at the tank bottom 4 which toads the tank fomdation only, i

Recapitulation of Weights not the tank shett and its anchor bolts): 2135.050 (kip-ft)

O .........................

z) Total Weight of the Tank Roof : 27.709 (kip) Compressive Buckling capacity of the Tank Shett,

. Total Weight of the Tank Shell : 67.743 (kip) Liquid Hold-Down Forces o Total Weight of the Tenk Botton : 18.473 (kip) ---------------------------------------------

J Total Weight of the Tank Liquid : 5307.054 (kip) Compressive Buckling capacity Stress 9 of the Tank Shett : 4.360 (kal)

(J Natural Frequencies of the Tank-Liquid System Basic Value of the Liquid Hold-Down Force : 0.126 (kip /in)

............................................. First Derivation of the Liquid Hold-Down Force Fundamental Horizontal Natural Frequency (with respect to the uplift displacement) : 0.265 (kip /in/in) cf the Tank-Liquid System (femdation-tank interaction neglected) : 4.310 (Hz) Nominal & RedJced (Code-Based) Overturning Moment F m damental Vertical Natural Frequency Tank Capacities cf the Tank-Liquid System - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ ~ - - - - - -

(femdation-tank interaction neglected) : 3.411 (Hz) Nominal Overturning Moment Tank Capacity : 27342.920 (kip-ft)

Fundemental Stoshing Frequency : 0.250 (Hz) Maatsun Uplif t (L) : 0.183 (in)

Response Spectral Acceleretions for Calculated Frequencies fi = 1.0, no reduction required to estimate code-based capacity Spectral Acceleration of Horizontal Irpulsive Nominal & Reduced (Code-Based) Sliding Shear Tank Capacities Mode Response : 0.120 (g)

Spectral Acceleration of Vertical Nominal Sliding Shear Tank capacity : 4105.271 (kip)

Mode Response : 0.063 (g)

Spectral Acceleration of Stoshing fl = 1.0, no reduction requised to estimate code-based capacity Mode Response : 0.010 (g)

Other Capacity Checks Horizontal impulsive Mode Response ---------------------

.................................- Nominal Liquid Capacity Pressure : 24.306 (psi)

Ispulsive Mode Base Shear : 509.471 (kip)

Ispulsive Mode Easo Moment : %15.%1 (kip-f t) fi = 1.0, no reduction required to estimate code-based capacity Impulsive Mode Hydrodynamic Pressure

- (maxima value at the tank botton) : 0.907 (psi) Seismic Margins Horizontal Convective (Sto'Aing) Mode Response Seismic Margin Overturning Moment Tank Capacity : 0.429 (g)

......................... .................... Seismic Margin $11 ding Shear Tank Capscity : 1.216 (g)

Convective Mode Base Sh' ar : 12.447 (kip) Seismic Margin Liquid Pressure Tank capacity : 0.523 (g)

Convective Mode e Soment : 421.974 (kip-ft)

Convective Mode Hydrodynuaic Pressure (maxima value near the liquid surface) : 0.087 (psi) end of solution, bye Theoretical Stoshing Height : 0.202 (ft)

Vertical Mode Response ppdhss.out 1-21-97 4:19p Page 2 of 2

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-

TANKV 1.0a

Basic Allowable Stress

SEISMIC RESPONSE AND CAPACITY ANALYSIS

of the Tank Shell Material : 11.200 (ksi) h.

OF VERTICAL CYLINDRICAL LIQUID STORAGE

Thickness of the Tank Shell Near f

FLAT-BOTTOM TANKS

the Tank Botton : 0.313 (in)

Number of Anchor Sotts (uniformly

prepared by Stevenson and Associates

distributed around the tank periphery) : 16 cu

Cleveland, OH, 1995

Anchor Bolt Material (Steel) Specification : SA-307

input data

Young's Modulus of Anchor Bolts : 29500.000 (ksi)

Q ************************************************ Nominal - Yield Tensile Stress Bolt

Capacity of Anchor Botts : 33.000 (ksi) d Title of the Problem : 2FWE-TK210 Nominal Diameter of Anchor Bolts : 1.750 (in)

Input Data Number :1 Height of Anchor Bolt Chairs : 13.500 (in)

'

Irput Data For Response Analysis Effective Depth of Anchor Bolts to ................................ (below the tank bottom) : 19.000 (b)

B Units used : American Gus. anteed Pretension of Anchor Bolts : 0.000 (kip)

Foundation-Tank Interaction included Reduction Factor of Anchor Bolt Tensite Capacity

] (Y or N)? : n (used when the bolt chair capacity and/or the bolt N Capacity Analysts Required (Y or N)? : y pullout capacity are saatter than the bolt tensite O Tank Material Type : carbon steel capacity and when a brittle failure mode will occur a Yomg's Modulus of the Tank Materlat : 29500.000 (ksi) rather than a ductile bolt break) : 1.000 Paisson's Ratic : 0.300 Freeboard Height (above the maximun

. Weight Density of the Tank Material : 490.000 (Ib/ft/ft/ft) tiquid level) : 1.800 (ft)

O Tank Liquid Type = water, dealwater Strength Reduction Factor j Weight Density of the Liquid : 62.400 (Lb/ft/ft/ft) (to estimate code-based capacities): 1.000 y Sadius of the Tank thett : 15.000 (ft)

Height of Liquid ir %e Tank : 29.000 (ft)

Height of the Tank snett : 30.000 (ft)

Neight of the innk Roof Dome : 2.000 (ft)

Average Thickness of the Tank Shell : 0.313 (in)

Equivalent Thickness of the Tank Roof (L) : 0.313 (in)

Thickness of the Tank Bottom (L) : 0.375 (in)

Respcnse Spectrum Type : user defined Zero Period Acceteration : 0.000 (g)

Vertical to Horizontal 2PA Ratio : 0.000 Response Spectral Accelerations at the Tank Base fre (Hz) sah (g) say (g) 1.000 0.08 0.005 2.500 0.051 0.035 5.000 0.119 0.079 10.000 0.151 0.101 25.000 0.151 0.101 Maximun Horizontal Response Spectral Acceleration (for typical sloshing frequencies about 0.5 Hz and for sloshing dampin about 0.5 pere.) : 0.010 (g)

Uncertainity of Natural Fraquencias (perc.) : 20.000 Input Data For Capacity Analysis

.........,.s.....................

Tank is Anchored (Y or N)? : y T;pe of Anchorage : standard lank Materlat specification : SA-285(A) ppdu.in 121-97 4:18p Page 2 of 2

M

}m 4 = " = " = = = *************************** ----------------------

0 *

TANKV 1.0a Vertical Response Mode Liquid Pressure p

SEISMIC RESPONSE AND CAPACITY ANALYSIS * (maxinua value at the tank bottom) : 1.008 (psi)

OF VERTICAL CYLINDRICAL LIQUID STORAGE *

(g

FLAT BOTTOM TANKS

Combined Response in

prepared by Stevenson and Associates

Canbined Seismic Base Shear : 158.436 (kip)

Cleveland, OH, 1995

Combined Seismic Base Moment : 1834.456 (kip-ft)

output data

Static Liquid Pressure N ************************************************ (maximum value at the tank bottom) : 12.567 (psi)

O Total Seismic Liquid Pressure I

Title of the Problem : 2FWE-TK210 (maximum value at the tank bottom) : 1.232 (psi)

N Output Data Nueer : 1 Additional Overturning Base Moment (due to O Units Used : American seismic liquid pressure at the tank bottom 4 which toads the tank fomdation only, M Recapitulation of uelghts not the tank shell and its anchor botts): 470.109 (kip-ft) g .........................

r* Tstal Weight of the Tank Roof : 10.824 (k!p) Compressive Buckling Capacity of the Tank Shell, Tstal Weight of the Tank Shell : 36.079 (kip) Liquid Hold-Down Forces

] Total Weight of the Tank Bottom : 10.824 (kip) ------------------------------------------------

m Tctal Weight of the Tank Liquid : 1279.127 (kip) :ompressive Buckling Capacity Stress g

(f the Tank Shell : 14.015 (ksi)

U Natural Frequencies of the Tank-Liquid System Basic Value of the Liquid Hold-Down Force : 0.104 (kip /in)

. ............................................. First Derivation of the Liquid Hold-Down Force d Fundamental Horizontal Natural Frequency (with respect to the uplift displacement) : 0.166 (kip /in/in)

', [ ef the Tank-Liquid System (fomdation-tank interaction r.eglecteJ) : 10.020 (Hz) Nominal & Reduced (Code-Based) Uverturning Moment 1

y Fundamental vertical Natural Frequency Tank Capacities cf the Tank-Liquid System -------------------------------------------------

(foundation-tant interaction neglected) : 8.194 (Hz) Nominal Overturning Moment Tank Capacity : 19799.273 (kip-f t) 4 Fundamental Sloshing Frequency : 0.316 (Hz) Maximus Uplif t (L) : 0.250 (in) l Response Spectral t.cceleretions for Calculated Frequencies fi = 1.0, no reduction required to estimate code-based capacity Spectral Acceleration of Horizontal Impulsive Nominal & Reduced (Code-Based) Sliding Shear Tank Capacities

~-----------------------------------

Mode Response : 0.151 (g)

Spectral Acceleration of Vertical Nominal Sliding Shear Tank Capacity : 1506.077 (kip)

Mode Response : 0.100 (g) ,

fi = 1.0, no reduction required to estimate code-based capacity-spectral Acceleration of Stoshing Mode Response : 0.010 (g)

Other Capacity Checks Horizontal Ispulsive Mode Response --------------------

.................................. Nominst Liquid Capacity Pressure : 38.889 (psi)

Impulsive Mode Base Shear : 158.407 (kip)

- Impulsive Mode Base Moment : 1833.365 (kip-ft) fi = 1.3, no reduction required to estimate code-based capacity impulsive Mode Hydrodynamic Pressure (maximum value at the tank botton) : 0.708 (psi) Seismic Margins Horizontal Convective (Sloshing) Mode Response seismic Margin Overturning Moment Tank Capacity : 1.630 (g)

.............................................. Seismic Margin Sliding Shear Tank Capacity : 1.435 (g)

Convective Mode Base Shear : 3.038 (kip) Seismic Margin Liquid Pressure Tank Capacity : 3.873 (g) convective Mode Base Moment : 63.236 (kip-ft)

Convective Mode Hydrodynamic Pressure (maximum value near the liquid surface) : 0.055 (psi) end of solution, bye Theoretical Stoshing Height 0.126 (ft)

VerticA Mode Response ppdu.aut 1-21-97 4:1ap Pese 2 of 2

- -_* * =---.-------_--.--,--,---.a

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' N Minisus Yisld Stress sf the Tank m *se********************************************* Shell Materlat : 24.000 (ksi)

TANKV 1.0a

Basic Attowable Stress

%

SEISMIC RESPONSE AND CAPACITY ANALYSIS

of the Tank Shell Material : 11.200 (ksi) 4

OF VERTICAL CYLINDRICAL LIQUID STORAGE

Thickness of the Tank Shell Near

FLAT-BOTTOR TANKS

the Tank Bottom : 0.313 (in)

M Nw ber of Anchor Bolts (uniformly

~

prepared by Stevenson and Associates

distributed around the tank periphery) : 8

Cleveland, OH, 1995

Anchor Sctt Materlat (Steel) Specification : SA-307 k

Input data

Young's Modulus of Anchor Botts : 29500.000 (ksi) 2 ************************************************ Nominal - Yield Tensite Stress Bott M Capacity of Anchor Botts : 33.000 (ksi)

Nominal Diameter of Anchor Botts : 1.750 (in)

~

Title of the Problem - 2WTD-TK-211 Input Data Nwber :1 Height of Anchor Bott Chaira : 13.500 (in) cJ Input Data For Response Analysis Effective Depth of Anchor Bolts O

-------- (below the tank bottom > : 19.000 (in)

Units used : 4merican Guaranteed Pretension of Anchor Bolts : 0.000 (kip)

Foundation-Tank Intere, tion Included Reduction Factor of Anchor Bott Tensite Capacity N (Y or N)? : n (used when the bolt chair capacity and/or the bott Capacity Analysis F.equired (Y or N)? : y pullout capacity are smaller than the bott tensite

Tank Material Tyu : carbon steel capacity and when a brittle fatture mode will occur G Young's Modutur of the Tank Materlat : 29500.000 (ksi) rather than a ductile bott break) : 1.000 t- Poisson's Ra6 o : 0.300 Freeboard Height (above the maximum

- Weight Dens'ty of the Tank Materlat : 490.000 (tb/ft/ft/ft) tiquid level) : 1.800 (ft) 4 Tank Liquiu Type : water, demiwater Strength Reduction Factor M "-8 '* Msity of the LicpJid : 62.400 (lb/ft/ft/ft) (to estimate code-based capacities): 1.000

Radius of the Tank Shelt : 15.000 (ft) g Height of Liquid in the Tank : 29.000 (ft)

Height of the Tank Shell : 30.000 (ft) '

Height of the Tank Roof Dome : 2.000 (ft) j Average Thickness of the Tank Shett : 0.313 (in)

, Equivalent Thickness of the Tank Roof (L) : 0.313 (in) y Thickness of the Tank Bottom (L) : 0.375 (in)

Response Spectrum Type : user defined Zero Period Acceleration : 0.000 (g)

Vertical to Horizontal ZPA Ratio : 0.000 Response Spectral Accelerations at the Tank Base fre (Hz) sah (g) say (g) 1.000 0.008 0.005 2.500 0.051 0.034 5.000 0.119 0.079 10.000 0.151 0.101 25.000 0.151 0.101 Maximum Horizontal Response Spectral Acceleration (for typical sloshing frequencies about 0.5 Hz and for stoshing damoing about 0.5 perc.) : 0.010 (g)

Uncertainity of Natural Frequencies (perc.) : 20.000 Input Data For capacity Analysis Tank is Anchored (Y or N)? : y Type of Anchorage : standard Tank Materlat Specification : SA-285(A) tpdiss.In 1-23-97 4:00p Page 2 of 2

y ..see*ae ..se*ese** v2e*ses**s ......................

TANKV 1.0a

Vertical Response Mode Liquid Pressure tr)

* (maxisua value at the tank bottom) : 1.008 (psi)

SEISMIC RESPONSE AND CAPACITY ANALYSIS

( OF VERTICAL CYLINDRICAL LIQUID STORAGE

FLAT BOTTOM TANKS

Combined Response 0

D

prepared by Stevenson and Associates

Combined S'lsmic e Base Shear : 158.436 (kip)

N

Cleveland, OH, 1995

Combined Seismic Base Moment : 1834.456 (kip-ft)

output data

Static Liquid Pressure

. **+* ....... ..**.*************************** (maximun value at the tank bottom) : 12.567 (psi)

Total Seismic Liquid Pressure Title of the Problem : 2WTD-TK-211 (maximum value at the tank botton) : 1.232 (psi)

[ Output Data Ntaber : 1 Additional Overturning Base Moment (due to Units used : American seismic liquid pressure at the tank bottom (u which loads the tank foundation only,

, 4 Recapitulation of Weights not the tank shett and its anchor botts): 470.109 (kip-f t)

fatal Weight of the Tank Roof: 10.824 (kip) Compressive Buckling capacity of the Tank Shell, Total Weight of the Tank Shell : 36.079 (kip) Liquid Hold-Down Forces Total Weight of the Tank Bottom : 10.824 (kip) ------------------------------------------------

" Total Weight of the Tank Liquid : 1279.127 (kip) Compressive Buckling Capacity Stress 8 of the Tank Shell : 14.015 (ksi)

N:tural Frequencies of the Tank-Liquid System Basic Value of the Liquid Hold-Down Force : 0.104 (kip /in)

, a ............................................. First Derivation of the Liquid Hold-Down Force evi Fundamental Horizontal Nstural Frequency (with respect to the uplift displacement) : 0.170 (kip /in/in) e cf the Tank-Liquid System m (foundation-tank interactico neglected) : 10.020 (Hz) Nominal & Reduced (Code-Sased) Overturning Mc9ent Fundamental Vertical Natural requency Tank Capacities

'. cf the Tank-Liquid System -------------------------------------------------

4 (foundation-tank interaction neglected) : 8.194 (Hz) Nominal Overturning Moment Tank Capacity : 11815.024 (kip-ft) j Funda- ntal Sloshing Frequency : 0.316 (H2) Maxisman Uplif t (L) : 0.250 (in)

Response Spectral Acceleretions for Calculated Frequencies fi = 1.0, no reduction required to estimate code-based capacity Spectral Acceleration of Horizontal Impulsive Nominal & Reduced (Code-Based) Sliding Shear Tank Capacities Mode Response : 0.151 (g) ------------------------------------------------------------

Spectral Acceleration of vertical dominal Sliding Shear Tank capacity : 1231.460 (kip)

Mode Response : 0.100 (g)

Spectral Acceleration of Stoshing fl = 1.0, no reduction required to estimate code-based capacity Mode Response : 0.010 (g)

Other capacity Checks Horizontal Impulsive Mode Response ---------------------

.................................. Nominal Liquid capacity Pressure : 38.889 (psi)

Impulsive Mode Base Shear : 158.407 (kip)

Impulsive Mode Base Moment : 1833.365 (kip-ft) fi = 1.0, no reduction required to estiaste code-based capacity Ispulsive Mode Hydrodynamic Pressure (maximun value at the tank bottom) : 0.708 (psi) Seismic Margins Noriroata1 Convective ($1oshing) Mode Response Seisaic Margin Overturning Moment Tank capacity : 0.973 (g)

.............................................. Seismic Margin Sliding Shear Tank Capacity : 1.174 (g)

Convective Mode Base Shear : 3.038 (kip) Seismic Margin Liquid Pressure Tank Capacity : 3.873 (g)

Convective Mode Base Moment : 63.236 (kip-ft)

Convective Mode Hydrodynamic Pressure (maximum value near the liquid surface) : 0.055 (psi) end of solution, bye Theoretical Stoshing Height : 0.126 (ft)

Vertical Mode Response tpesst.out 1-23-9T 4:01p Pese 2 of 2

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l ' SSE: Equip.Daup.= 0.01, ZPGA=0.125g / UNS: Equip. Damp.=0.05, ZPGA=0.151g '

l l DNP. RS e .100E 01 DNP RS-PSD = .500E 01 -

-DURATION e 12.0- Pros. = .150 MFREQ.=L .000E+00

- WP . FREQ. RS. RS-PSD. . PSD 1 .250 '.429 .692E 01 .165E-01 2 .350 .429 .692E-01 .544E 02 !

-3 .450 .429' .692E-01 .325E-02 )

4- .550 .429 .692E-01 .211E 02 l 5 .650 s .429 .692E 01 .149E 02

-6 .750- .429 .69PE-01 .110E !

.7 .850l .429' .692E 01 .842E-03 I

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[10 11 : 1.25 .555' .130 .632E 03 ,

12 1.35 .663 .186 435E 03 j M 13 - 1.45 1.19 .362 .390E 02 i

.14 - 1.55 l1.19 .356 .268E-02 15 1.65 1.19- .336 , .231E-02 l

.16 1 1.75 .3 1.19 .313 .193E-02 '

- 17 't.85 1.19 .286 .148E-02

, .M18 1.95 1.19 .262 .585E-03 ,

' ' 19 2.05 1.46 .296 .110E-03 l 3.54

20 2.15 .610 .206E-01 21 -2.25 3.54 .610 .127E 01 1 i ' 22 - 2.35 3.82 .610 .161E 01 23 2.45 3.82 .610 .137E 01

- 24 2.55 3.82 .610 .130E 01

- 25 2.67 -3.82 .672 .106E 01 26 . 2.82 3.82 .672 .990E 02 27 2.98 -3.82 .672 .915E-02

- 28 3.13 3.82- .672 .853E-02

~29 3.28- 3.82 .672 .798E-02

- 30 3.43 '3.82 .672 .920E 02 I

- 31 3.58 1.27 .290 .171E 05

32. 3.73 1.27 .330 .753E 04

- 33 3.88 .- 1.27 .374 .215E-03 34 4.03 '1.27 .395 .300E-03 35 4.18- 1.27 .414 .338E-03

- 36 4.33 1.27 .433 .353E 03 37 4.48 1.27 .431 .357E-03

- 38 4.63' 1.27 424 .356E 03

- 39 4.78~ 1.27 .381 .351E-03 40 4.93 1.27 .381 .348E-03 41 5.10 1.27 '.381 .315E-03 42 5.30 1.27 .381 .312E-03

, 43 - 5.50 1.26 .381 .293E*03-

' 4', 5.70 1.23 .381 .261E 03 45 5.90 1.21 .381 .303E-03

! 46 6.10 .582 .381 .559E 06 i

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f Aa C. - O % 3 C l'1 D3 .2 - o 2. Wr.~ 2 3 A 3 f A 17 6.30i '.540 .381 .110E-05 1

> - 48 : 36.50 .513 .177' .115E-05 49 6.70 499- .177 . lME 05 '

- 50 '6.90 .482 - .177 .817E 06

51 - 7.10. 467 . 177- .632E-06

'52' 7.30; .452 .177 .477E 06 53 .7.505 J37 177 .355E 06 54 7.70 .435 .176 .297E 06 55 .7.90 .420 176 ,250E-06 156 - 8.10 .412 .176 .27Y 06

'57 .8.32 404 .176 .1662 06 58- 8.57 .395~ .176' .133E-06

59/ 8.82 .386 .176' .10$E-06 60 9. 07 ..- .378 .176- .834E 07 61 , 9.32 - .371 .176 .659E 07 62 ~ 9.57 .366' .176 .573E-07 l

' 63 9.82 .362 .176 .502E 07

- 64 . 10.1 .358 .176 .439E 07

- 65 10.3 .353 ~ .185 - .375E-07 !

66 10.6 .349 .185- .320E-07 67 10.9 .344 .185 .274E 07

' 68 11.2 .340 .185 .234E-07 69 11.5. .336 .185 .201E-07 70 . 11.8 .332 .185 .172E*07 71- 12.1 .329 .185- .148E-07 72 - 12.4 .328 .185 .141E-07 73 12.7' .327 .185 .138E-07

' 74 13.0 .327 .185. .135E-07 75 13.4 .327 .185' .132E-07 1

- 76 13.7 .326 .185 .128E-07

- 77 14.0 .326 .190 .125E 07 78 14.2 .326 '195

. .122E-07 79 14.6 .326 .199 .119E 07 80 14.9 .325 .203 .115E-07

'81 15.3 .325 .205 .110E 07 82 15.8' .326 .202 .109E-07 83 16.3 ..$26 .199 .106E-07 84 16.7: .326' .197 .103E 07 85 17.3 .326 .193 .101E-07 86 17.7 .326 .189 .977E 08 87 18.3 .326 .185 .949E 08 88 18.8 .326 .181 .922E-08 89 19.2 .326- .179 .896E 08 90 '19.8 .326, .178 .871E-08 91 20.3 .326 .177 ~.844E 08

- 92 '21.0 .326 .175 .737E-08 93~ 22.0 .326 .1 72 .701E-06

- 94 '23.0 .326 .170 .668E-06

.95 24.0 .326 .168 .638E 08

' - 96 25.0 .319. '.163 .463E-08 97 26.0. .319 .161 .437E 08 5 98 . '27.0 .318 .160 .411E-08>

99 - - 28.0 - .318- .159 .387E 08

'100' 29.0 .3171 .158 .365E-06 101 30.0 .317- .157 .345E 08 l

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'103- 32.0 .317 .156- .316E 08 M 04 33.0 .317 .155 .296E-08 105 36.0 .317 .155 .156E-08 106 41.0 .317 .155 .137E 08 l- 107: 46.0 .317 .155 121E 08-

-108 '51.0 .317 - .155 .107E ; 109 56.0 .317 .155 .964E-09

!~ 110 61.0 .317 .155 .869E-09

! -: '111 .66.0 .316 .155 .709E 09

'112 71.0 .316- .155 .720E-09 113- 76.0 .316 .155 .660E-09 I

114 81.0 .316 .155 .608E 09 115 86.0 .316 .155 .564E-09

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16 91.0 .316 .155 .537E-09 .

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b r, 21r e 32 l-SeeverV.itley' unit 2,Auxititrystds.,Vrtic:1, Elevation 734.5 ft

!.SSE: Equip.Dany.= 0.01, ZPGA=0.125g / UNS: Equip. Damp =0.05, ZPGA=0.151g-L DNP.' R$ =

!i DURATION 12.0 = ' .100E 01 DNP Pros.-= .150RS-PSD MFRE0.= =' .000E+00

'.500E 01 MP.' FRES. R S .~ RS PSD. PSD 1 .250 .377 .631E 01 .127E 01-i: 2 .350L .377 .631E 01 .421E 02

,' .3 .450 .377 .631E-01. .252E 02 l 4' .550 .377l .631E 01 .164E-02 L 5 .650 .377 .631E 01 .116E-02 6- .750 .377 .631E-01 .862E 03 l -

.850 .377 .631E-01 .666E-03

-8 .950 .377 .631E 01 .526E-03

,.. 9- 1.05 .377 .631E 01 .376E-03 1.15 .448 .711E-01 .632E-03 10 11 1.25 .448 .105 .460E-03 12 1.35 .448 .126' .253E-03 i

13 1.45 .646 .197 .104E 02

< 14 1.55 .646 .194 .655E-03 L ,15 ' 1.65 .741 .210 .988E 03

-16 :1.75 .741 .196 .558E 03

17. 1.85 .987 .238 .166E-02 18- 1.95 .987 .218 .122E-02 19 2.05 .987 .200 .109E-02 20 -2.15 .987 .462 .953E 03 21 2.25 .987 .462 .819E-03 22 2.35 .987 .462 .622E-03 23 2.45 1.05 462 .548E 03 24' 2.55 1.22 .442 .663E-03 25 - 2.67, 1.46 .734 .106E 03 26 2.82 3.92 .734 .136E 01

' 27 2.98 3.92 .734 .100E 01 28 3.13 3.92 .734 .921E 29 3.28 3.92 .734- .846E-02 30 ,3.43' 3.92 .734 .785E-02 31 . .3.58 3.92 .891 .733E-02 32 3.73 3.92 1.02 .688E-02 33- 3.88 . ,3.92 1.15' .648E 02 34 4.03 3.92. 1.22 .614E-02

. 35 4.18 3.92 .1.27 .584E-02

36 4.33 3.92 1.33 .561E-02 37 4.48 3.89 - 1.32 .589E-02

'38 14.63 .3.28 1.09 .369E 02

- 39 4.78 1.56 .910 .196E 04 40 .4.93^ 1.56 .910 .222E 03 41 5.10 1.56 .910 .363E 03 42 15.30 1.56 .910 .4247.-03 l 43 5.50~ 1.56 .910' .4534-03 44 ' 5.70 ' 1.51 .910 .4' vie 03 45 5.90- .685 .910 .576E 06

? 46 6.10 .685 .910 .358E-05 I

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. 51 7.10 .685 .238 .153E-04 52 7.30 .685 .238 .167E 04 53 7.50 .685 .238 .180E 04 54 7.70 .685 .224 .215E-04

' 55 7.90 .573 .224 .410E-05 56 8.10 .444 .224 .243E-06 57 8.32 .433~ .224 .238E-06 58 8.57 .421- .224 .200E-06 l 59 8.82 410 .224 .162E 06 '

60 9.07 '

.399 '.224 .129E-06 61 9.32 .389 .224 .102E-06 62 9.57 .380 .224 .800E-07 63 9.82 .371 .224 .627E-07 64 10.1 .362 .224 .490E-07 65 10.3 .353 .175 .370E*07 66 10.6 .344 .175 .276E-07 67 10.9 .335 .175 .206E 07 68 11.2 .327 .175 .154E*07 69 ' 11.5 .319 .175 .115E 07 70 11.8 .312 .175 .866E-08 71 12.1 .304 .175 .652E-08 72 12.4' .298 .?75 .491E 08 73 12.7 .293 .175 .404E 08 74 '13.0 .293 .175 407E-08

. 75~ 13.4 .293 .175 408E 08 76 13.7 .293 .175 408E-08

- 77 14.0 .293 .171 .407E-08 78 -14.2 .292 .175 40$E 08 79 14.6 .292 .178 .403E-08 80 14.9 .292 .182 .40CE 08 81 15.3 .292 .184 .385E 08 82 15.8 .292 .181 .379E-08 83 - 16.3 .292 .178 .373E 08 84 16.7 .292 .176 .366E-08 85 17.3 .292 .172 .358E 08 86 17.7 .291 .169 .351E-08 87 18.3 .291 .165 .343E-08 88 18.8 .291 .162 .335E 08 i 89 19.2 .291 .160 .327E-08 '

90 19.8 .291 .159 .315E-08 91 20.3 .290 .157 .303E-08 92 21.0 .290 .155 .265E-08 93 22.0 .289 .153 .248E-08 94 23.0' .288 .150 '.232E 08 95 24.0 .288 .148 .217E-08

% 25.0 .287 .146 .203E-08 97 26.0' .286 .145 .191E-08 i

- 98 27.0 .286 .144 .179E-08 l 99 28.0 .285 .143 .168E-08 100 29.0 .285 .142 .158E-08 101 30.0 .284 .141 .149E-08 4

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-106- 41.0 .280 .139 .545E-09

,' 107 46.0 .280 .139 482E 09 f 108 51.0 .279 .139 430E-09 l 109 56.0- .279 .139 .386E-09

! 110 61.0 .279 .139 .349E-09 l 111 66.0 .279 .139 .316E-09 l' 112 71.0 .279 .139 .289E 113 76.0 .279 .139 .265E-09 114 81.0- .278 .139 .244E 09 115 86.0~ .278 .139 .226E-09 116 91.0 .278 .139 .214E-09 l

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, i 25.000 0.113 0.146

% ************************************************ 27.000 0.160 0.144

'

TANKV 1.0a

33.000 0.155 0.139 g

SEISMIC RESPONSE AND CAPACITY ANALYSIS

36.000 0.155 0.139 i

N

OF VERTICAL CYLINDRICAL LIQUID STORAGE * ----------------------------------- ------------

FLAT-BOTTOM TANKS

Maximun Morizontal Response Spectral Acceleration p (for typical stoshing frequencies about 0.5 Hz

prepared by Stevenson and Associates

and for sloshing damping about 0.5 perc.) : 0.069 (g) g *

Uncertainity of Natural Frequencies (perc.) : 20.000

% Cleveland, OH, 1995

input data *

- - - - Input Data For Capacity Analysis F4 ................................

O Title of the Probles : 2Cus-TK21A&B Tank is Anchored (Y or N)? y j e I@ut Data Number :1 Type of Anchorage : standard Input Data For Response Analysis Tank Material Specification : SA-285(A)

' p ................................ Minisum Yield Stress of the Tank Units Used : American Shell Material : 24.000 (ksi)

' " Foundation-Tank Interaction included Basic Allowable Stress C (Y or N)? : n of the Tank Shell Material : 11.200 (ksi) p . Capacity Analysis Required (Y or N)? : y Thickness of the Tank Shell Near

- Tank Material Type : carbon steel the Tank Botton : 0.188 (in)

Q sYoung's Modutus of the Tank Material : 29500.000 (ksi) Iksber of Anchor Bolts (uniformly Poisson's Ratio : 0.300 distributed around the tank periphery) : 6 M Weight Density of the Tank Material : 490.000 (th/ft/ft/ft) Anchor Bolt Material (Steel) Specification : SA-307 O Tank Liquid Type .

water, demiwater Yomg's Modulus of Anchor Botts : 29500.000 (ksi)

Weight Density of the Liquid : 62.400 (tb/ft/ft/ft) Nominst - Yield Tensile Stress Bolt C Radius of the Tank Shett : 6.750 (ft)- Capacity of Anchor Bolts : 33.000 (ksi)

. Neight of Ll w id in the Tank : 13.583 (ft) Nominal Diameter of Anchor Bolts : 1.750 (in) 4 Neight of the Tank Shell : 13.917 (ft) Neight of Anchor Bolt Chairs : 12.000 (in)

J Neight of the Tank Roof Dome : 0.334 (ft) Effective Depth of Anchor Bolts

t Average Thickness of the Tank Shell : 0,188 (in) (below the tank bottom) : 19.000 (in)

O Equivalent Thickness of the Tank Roof (L) : 0.317 (in) Guaranteed Pretension of Anchor Bolts : 0.000 (kip)

Thickness of the Tank Bottom (L) : 0.250 (in) Reduction Factor of Anchor Bolt Tensile Capacity (used when the bolt chair capacity end/or the bolt Response Spectrum Type : user defined pullout capacity are smetter than the bolt tensite s Zero Period Acceleration : 0.000 (g) capacity and when a brittle failure mode will occur vertical to Horizontal ZPA Ratio : 0.000 rather than a ductile bolt break) : 1.000 Response Spectral Accelerations at the Tank Base Freeboard Neight (above the maximun

................................................ Lieid IeveL) : 0.450 (ft) fre (Nz) sah (g) say (g) Strength Reduction Factor

................................................ (to estimate code-based capacities): 1.000 2.050 0.296 0.200 2.150 0.610 0.462 2.550 0.69 0.462 2.670 0.672 0.734 3.580 0.290 0.891 4.330 0.433 1.330 4.630 0.424 1.090 4.780 0.381 0.910 6.300 0.381 0.910 6.500 0.177 0.238

_ 10.100 0.176 0.224 1 10.300 0.185 0.175 13.700 0.185 0.175 14.000 0.190 0.171 '

21.000 0.175 0.155 23.000 0.170' O.150 bet.in 1-21-97 4:1 5 Pese 2 of 2

N M ;.=:= == .:.=:.=es... sea.1emee seeeees.es ......................

TANKV 1.0a

Vertical Response Mode Liquid Pressure

$

SEISMIC RESPONSE AND CAPACITY ANALYSIS * (maximum value at the tank bottom) : 0.785 (psi)

G

4

OF VERTICAL CYLINDRICAL LIQUID STORAGE

Combined Response O FLAT BOTTOM TANKS N

prepared by Stevenson and Associates

Combined Seismic Base Shear : 18.600 (kip)

-

Cleveland, OH, 1995

Combined Seismic Base Moment : 101.597 (kip-ft) g' *

Static Liquid Pressure output data 1 ...............**...**************************** (maximun value at the tank bottom) : 5.886 (psi)

Totti Seismic Liquid Pressure Title of the Problem : 2CHS-TK21A&S (maximun value at the tank bottom) : 0.875 (psi) f4 Output Data Ntaber : 1 Additional Overturning Base Moment (due to Q Units Used : American seismic liquid pressure at the tank bottom which loads the tank foundation only, Recapitulation of Weights not the tank shell and its anchor bolts): 30.431 (kip-ft) g .........................

<

Total Weight of the Tank Roof : 2.227 (kip) Compressive Buckling capacity of the Tank Shelt.

) Total Weigitt of the Tank Shell : 4.519 (kip) Liquid Hold-Down Forces C Total Weight of the Tank Bottom Total Weight of the Tank Liquid

1.461 (kip)

121.321 (kip) Compressive Buckling Capacity Stress 3 of the Tank Shell : 16.959 (ksi) t'atural Frequencies of the Tank-Liquid System Basic Value of the Liquid Hold-Down Force : 0.039 (kip /in)

] ............................................. First Derivation of the Liquid Hold-Down Force

Fundamental Horizontal Natural Frequency (with respect to the uplift displacement) : 0.081 (kip /in/in)

@ ef the Tank-Liquid System (fossidation-tank interaction nestected) : 23.860 (Hz) Nominal & Reduced (Code-Based) Overturning Moment n Fundamental Vertical Natural Frequency Tank Capacities 1

- cf the Tank-Lfw id System ----------------------------------"---------

d (foundation-tank interaction neglected) : 19.817 (Hz) Nominal Overturning Moment Tank Capacity : 2953.613 (kip-f t)

J Fundamental Stoshing Frequency : 0.471 (Hz) Maximum Uplift (L) : 0.250 (in)

T V Response Spectral Acceleretions for Calculated Frequercies fi = 1.0, no reduction required to estimate code-based capacity Spectral Acceleration of Horizontal Ispulsive Nominal & Reduced (Code-Based) Sliding Shear Tank Capacities

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ ~

Mode Response : 0.179 (g) 4 Spectral Acceleration of Vertical Nominal Sliding Shear Tank Capacity : 294.048 (kip) 4 Mode Response : 0.167 (g)

Spectral Acceleration of Stoshing fi = 1.0, no reduction required to estimate code-batoJ capacity Mode Response : 0.069 (g)

Other capacity Checks Horizontal I q ulsive Mode Response --------------------

.................................. Nominal Liquid Capacity Pressure : 51.852 (psi)

Ispulsive Mode Sase Shear : 18.501 (kip)

Ispulsive Mode Base Moment : 99.820 (kip-ft) fi = 1.0, no reduction required to estimate ecde-based capacity Ispulsive Mode Hydrodynamic Pressure (maximum value at the tank bottom) : 0.386 (psi) Seismic Margins Horizsntal Convective (Stoshing) Mode Response Seismic Margin Overturning Moment Tank Capacity : 4.506 (g)

.............................................. Seismic Margin Sliding Shear Tank Capacity : 2.450 (g)

Convective Mode Sase Shear : 1.911 (kip) Seismic Margin Liquid Pressure Tank capacity : 9.772 (g)

Convective Mode Base Moment : 18.921 (kip-ft)

Convective Mode Hydrodynamic Pressure (maximun value near the ll @ld surface) : 0.169 (psi) end of solution, bye Theoretical Stoshing Height : 0.391 (ft)

Vertical Mode Response bet.out 1-21-97 4:18p Page 2 of 2

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a Minisum Yiald Stress af the Tank

- - - - Shel1 Material : 24.000 (ksi)

TANKV 1.0a

Basic Allowable Stress g

-

SEISMIC RESPONSE AND CAPACITY ANALYSIS

of the Tank Shell Material : 11.200 (ksi) g

OF VERTICAL CYLINDRICAL LIQUID STORAGE

Thickness of the Tank Shell acar

'g

FLAT-BOTTOM TANKS

the Tank Botton : 0.563 (in)

Number of Anchor Bolts (uniformly

.g

prepared by Stevenson and Associates

distributed around the tank periphery) : 51

Cleveland, UN, 1995

Anchor sott Material (Steel) Specification : SA-307 0

inpue data

vaung's Modutus of Anchor sotts : 29500.000 (ksi)

- - - - * ****** * ******************************* Nominal - Vield Tensile Stress Bolt Capacity of Anchor Bolts : 33.000 (ksi)

.' N Title of the Problem : 20SS-TK21 Nominal Diameter of Anchor Bolts : 2.500 (in)

Input Data Number :1 Height of Anchor Bott Chairs : 20.000 (in)

.@ Irput Data For Response Analysis Effective Depth of Anchor Bolts

g ................................ (below the tank botton) : 48.000 (in)

.p Units used : American Guaranteed Pretension of Anchor Botts : 0.000 (kip)

Foundation-Tank Interaction included Reduction Factor of Anchor Bolt Tensile Capacity

~

(Y or N)? : n (used when the bolt chair capacity and/or the bolt

V' Capacity Analysis Required (Y or N)?: y pullout capacity are smaller than the bolt tensile

g() Tank Material Type: carbon steel capacity and when a brittle failure mode will occur Young's Modulus of the Tank Material : 29500.000 (ksi) rather than a dactile bolt break) : 1.000

b Poisson's Ratio : 0.300 Freeboard Height (above the maximum y Weight Density of the Tank Material : 490.000 (lb/ft/ft/ft) liquid level) : 1.800 (ft)

Tank Liquid Type : water, demiwater Strength Reduction Factor Weight Density of the Liquid : 62.400 (tb/ft/ft/ft) (to estimate code-based capacities): 1.000 V Radius of the Tank Shell : 25.000 (ft)

Height of Licpid in the Tank : 61.000 (ft)

T Height of the Tank Shelt : 62.000 (ft)

[U Height of the Tank Roof Oame Average Thickness of the Tank Shell

2.000 (ft)

0.354 (in)

Equivalent Thickness of the Tank Roof (L) : 0.344 (in)

Thickness of the Tank Bottom (L) : 0.750 (in)

Response Spect w Type : user defined Zero Period Acesteration : 0.000 (g)

Vertical to Horizontal ZPA Ratio : 0.000 Response Spectral Accelerations at the Tank Base fre (H2) sah (g) say (g) 1.000 0.008 0.005 2.500 0.051 0.034 5.000 0.119 0.079 10.000 0.151 0.101 25.000 0.151 0.101 Maximus Horizontal Response Spectral Acceleration (for typical sloshing frequencies about 0.5 Hz and for stoshing damping about 0.5 pere.) : 0.010 (g)

Uncertainity of Natural Frequencies (pere.) : 20.000 Irput Data For Capacity Analysis Tank is Anchored (Y or N)? y Type of Anchorage : standard Tank Materlat Specification : SA-285(A) rust.in 1-21-97 4:19p Page 2 of 2

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}

e**

N

TANKV 1.0a

Vertical Response Mode Ligaid Pressure

} M

SEISMIC RESPONSE AND CAPACITY ANALYSIS - * (maxiuma value at the tank botton) : 1.094 (psi) ;

OF VERTICAL CYLISRICAL LIQUID STORAGE

t j *- FLAT BOTTCM TANKS

Combined Response N

propered by Stevenson and Associates

Combined Setemic Base Sheer : 716.194 (kip) m

Cleveland, ON, 1995

Combined Seismic tese Moment : 18305.990 (kip-ft) 1

output data

Static Lipid Pressure

..................................... ......... (maximum value at the tank botton) : 26.433 (psi) l Total Setemic Liquid Pressure g (maximass value at the tank botton) : 1.467 (psi)

> Title of the Problem : 20SS-TK21

- Output Data aksber : 1 Additional overturning Base Moment (due to i Units used- : American seismic lipid pressure at the tank bottom gg which loads the tank foundation only,

=g Recapitulation of Weights not the tank shett and its anchor bolts): 2592.387 (kip-ft)

L Tctal Weight of the Tank Roof : 33.077 (kip) Co gressive Buckling Capacity of the Tank Shell, l ed Tctal Weight of the Tank Shell : 140.856 (kip) Liquid Hold-Down Forces-i . Tatel Weight of the Tank Botton : 60.132 (kip) ------------------------------------------------

intal Weight of the Tank Liquid : 7473.826 (kip) Compressive Buckling capacity Stress

) en of the Tank Shett : 10.236 (ksi) g Natural Frequencies of the Tank-Liquid System Basic Value of the Liquid Nold-Down Force : 0.309 (kip /in) p ...........................................-- First Derivation of the Liquid Hold-Down Force jy Fundamental Horizontal Natural Fre pency (uith respect to the uplift displacement) : 0.455 (kip /in/in) of the Tank-Liquid System 9 (fossdation-tank interaction neglected) : 3.962 (NE) Nominst & Reduced (Code-Based) Overturning Moment I. # Fundamental Vertical Naturet Fre pency Tank Capacities i e of the Tank-Liquid System -------------------------------------------------

-(foundation-tank interaction neglected) : 2.905 (NZ) Nominst Overturning Monert Tank Capacity : 143557.094 (kip-ft)

J Fundamental Stoshing Fre pancy : 0.245 (Hz) Maxim m Uplift (L) : G.250 (in) 4 J

4 Response Spectral Acceteretions for Calculated Frequencies fi = 1.0, no reduction re gired to estimate code-based capacity 1 A) .......................................................... .

m Spectral Acceleration of Morizontal Impulsive Nomine! & Rhd (Code-Based) Sliding Shear Tank Capacities l Mode Response : 0.112 (g)

! Spectral Acceleration of Vertical Nominst SLtding Sheer Tank Capacity : 7661.079 (kip)

Mode Response : 0.052 (g)

Spectral Acceleration of Stoshing- fi = 1.0, no reduction required to estimate code-based cepecity

. Mode Response : 0.010 (g)

Other Capacity Checks Morizontal Impulsive Mode Response ---------------------

.................................. Nominst Liquid capacity Pressure : 42.000 (psi)

Impulsive Mode Saoe Sheer : 716.055 (kip)

Impulsive Mode Base Moment. : 18293.824 (kip-ft) fl = 1.0, no reduction required to estimate code-based capacity

.-!spulsive Mode Nydrodynamic Pressure (maxima value at the tank bottae) : 0.977 (psi) Seismic Margins j ...............

Norizontal Convective (Sloshing) Mode Response seismic Mergin overturning Moment Tank Capacity: 1.184 (g) i

! .............................................. Seismic Margin Sliding Sheer Tank capacity : 1.615 (g) l Convective Mode Base Sheer' : 14.006 (kip) Seismic Mergin Liquid Pressure Tank Capacity : 1.923 (g)

Convective Mode Base Moment : 667.307 (kip-f t)

Convective Mode Nydrodynneic Pressure l (maximum value near the liquid surface) : 0.091 (psi) and of solution,' bye Theoretical Slashing Neight : 0.210 (ft)

E Vertical Mode Response ,

rust.eut 1-21-W 4:14 Page 2 of 2 i

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ATTACHMENT E Fragility Calculations for BVPS-2 Buildings

_ - _ - - - - - ,

ML20195F211

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