ML20195F211

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
Download: ML20195F211 (34)

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Client:

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Id c Calculation Number: 93d t73 3 2 -o 2

Title:

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N /4 Remarks:

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

1 REVISIONS j

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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 the Tank Botton

0.313 (in)

(

FLAT-BOTTOM TANKS E

kuuber of Anchor Bolts (uniformly

\\A prepared by Stevenson and Associates distributed around the tank peripnery)

16 Cleveland, OH, 1995 Anchor Bolt Materlat (Steel) Specification : SA-307 Young's Modulus of Anchor Bolts

29500.000 (ksi) input data y

Nominal - Yield Tensile Stress Bolt f

Capacity of Anchor Bolts

33.000 (ksi)

Title of the Problem : 2WTD-TK23 Nominal Diameter of Anchor Botts

1.750 (in)

Input Data Number

1 Height of Anchor Bolt Chairs

12.000 (in) g Input Data For Response Analysis Effective Depth of Anchor Botts (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

Tank Material Type

carbon steel capacity and when a brittle fai Nre mode will occur i

Young's Modulus of the Tank Material

29500.000 (ksi) rather than a ductile bolt brean,

1.000 a

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***+*****

{

Vertical Response Mode Liquid Pressure TANKV 1.0a k

(maxinam value at the tank bottom)

1.021 (psi)

SEISMIC RESPONSE AND CAPACITY ANALYSIS OF VERTICAL CYLINDRICAL LIQUID STORAGE w

FLAT BOTTOM TANKS Combined Response Combined Seismic Base Shear

509.623 (kip) prepared by Stevenson and Associates Q

g Cleveland, OH, 1995 Combined Seismic Base Moment

9625.216 (kip-f t)

Static Liquid Pressure gg output data (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) l 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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Minimun Yistd Stress cf the Tank ene*********************************************

Shell Materlat

24.000 (ksi) 4 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 Young's Modulus of Anchor Bolts

29500.000 (ksi)

Q input data 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 Vertical Response Mode Liquid Pressure TANKV 1.0a p

SEISMIC RESPONSE AND CAPACITY ANALYSIS (maxinua value at the tank bottom)

1.008 (psi)

OF VERTICAL CYLINDRICAL LIQUID STORAGE Combined Response

(

FLAT BOTTOM TANKS g

Canbined Seismic Base Shear

158.436 (kip) prepared by Stevenson and Associates in Cleveland, OH, 1995 Combined Seismic Base Moment

1834.456 (kip-ft)

Static Liquid Pressure output data 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)

Output Data Nueer : 1 Additional Overturning Base Moment (due to N

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 y

(fomdation-tank interaction r.eglecteJ)

10.020 (Hz)

Nominal & Reduced (Code-Based) Uverturning Moment Fundamental vertical Natural Frequency Tank Capacities 1

cf the Tank-Liquid System (foundation-tant interaction neglected)

8.194 (Hz)

Nominal Overturning Moment Tank Capacity : 19799.273 (kip-f t)

Fundamental Sloshing Frequency

0.316 (Hz)

Maximus Uplif t (L)

0.250 (in) 4 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) spectral Acceleration of Stoshing fi = 1.0, no reduction required to estimate code-based capacity-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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• 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 the Tank Bottom

0.313 (in)

FLAT-BOTTOR TANKS 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 Young's Modulus of Anchor Botts

29500.000 (ksi) k Input data 2

Nominal - Yield Tensite Stress Bott Capacity of Anchor Botts

33.000 (ksi)

M

~

Title of the Problem - 2WTD-TK-211 Nominal Diameter of Anchor Botts

1.750 (in)

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)

Height of Liquid in the Tank

29.000 (ft) g 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)

Thickness of the Tank Bottom (L)

0.375 (in) y 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 Vertical Response Mode Liquid Pressure tr)

TANKV 1.0a (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 Combined S'lsmic Base Shear

158.436 (kip) prepared by Stevenson and Associates e

Combined Seismic Base Moment

1834.456 (kip-ft)

N Cleveland, OH, 1995 Static Liquid Pressure output data

• • +*.......

(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)

First Derivation of the Liquid Hold-Down Force a

evi Fundamental Horizontal Nstural Frequency (with respect to the uplift displacement) : 0.170 (kip /in/in) e cf the Tank-Liquid System (foundation-tank interactico neglected)

10.020 (Hz)

Nominal & Reduced (Code-Sased) Overturning Mc9ent m

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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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 N

OF VERTICAL CYLINDRICAL LIQUID STORAGE i

Maximun Morizontal Response Spectral Acceleration FLAT-BOTTOM TANKS 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 e

I@ut Data Number

1 Type of Anchorage

standard j

p Input Data For Response Analysis Tank Material Specification

SA-285(A)

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 Zero Period Acceleration

0.000 (g) capacity and when a brittle failure mode will occur s

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 Vertical Response Mode Liquid Pressure TANKV 1.0a (maximum value at the tank bottom)

0.785 (psi)

G SEISMIC RESPONSE AND CAPACITY ANALYSIS 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)

Combined Seismic Base Moment

101.597 (kip-ft)

Cleveland, OH, 1995 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.

1. )

Total Weigitt of the Tank Shell

4.519 (kip)

Liquid Hold-Down Forces C

Total Weight of the Tank Bottom

1.461 (kip)

Total Weight of the Tank Liquid

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 cf the Tank-Lfw id System 1

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)

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

Spectral Acceleration of Vertical Nominal Sliding Shear Tank Capacity

294.048 (kip) 4 Mode Response

0.167 (g) 4 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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Minisum Yiald Stress af the Tank a

Shel1 Material

24.000 (ksi)

TANKV 1.0a Basic Allowable Stress of the Tank Shell Material

11.200 (ksi)

SEISMIC RESPONSE AND CAPACITY ANALYSIS g

Thickness of the Tank Shell acar OF VERTICAL CYLINDRICAL LIQUID STORAGE g

'g FLAT-BOTTOM TANKS the Tank Botton

0.563 (in)

Number of Anchor Bolts (uniformly prepared by Stevenson and Associates distributed around the tank periphery)

51

.g Cleveland, UN, 1995 Anchor sott Material (Steel) Specification : SA-307 0

vaung's Modutus of Anchor sotts

29500.000 (ksi) inpue data Nominal - Vield Tensile Stress Bolt

.' N Capacity of Anchor Bolts

33.000 (ksi)

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 (below the tank botton)

48.000 (in)

g Units used

American Guaranteed Pretension of Anchor Botts

0.000 (kip)

.p 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

b Young's Modulus of the Tank Material

29500.000 (ksi) rather than a dactile bolt break)

1.000 Poisson's Ratio

0.300 Freeboard Height (above the maximum Weight Density of the Tank Material

490.000 (lb/ft/ft/ft) liquid level)

1.800 (ft) y 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

2.000 (ft)

Average Thickness of the Tank Shell

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

1.

i

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I e**

N TANKV 1.0a Vertical Response Mode Ligaid Pressure (maxiuma value at the tank botton)

1.094 (psi)

} M SEISMIC RESPONSE AND CAPACITY ANALYSIS -

• OF VERTICAL CYLISRICAL LIQUID STORAGE t

Combined Response j

FLAT BOTTCM TANKS Combined Setemic Base Sheer

716.194 (kip) propered by Stevenson and Associates N

Combined Seismic tese Moment

18305.990 (kip-ft) m Cleveland, ON, 1995 Static Lipid Pressure 1

output data l

(maximum value at the tank botton)

26.433 (psi)

Total Setemic Liquid Pressure g

Title of the Problem : 20SS-TK21 (maximass value at the tank botton)

1.467 (psi)

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)

) en intal Weight of the Tank Liquid

7473.826 (kip)

Compressive Buckling capacity Stress 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

,j y 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

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

i

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ATTACHMENT E Fragility Calculations for BVPS-2 Buildings

.