api650 tank design
TRANSCRIPT
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1
2
1
Dc 1040
G 1.04
G' 1.04
7
FYmin 240
FTmin 450
E 195000
Tmax 150.0
Tmin N/A
Sd 160
St 180
Pi 5.00
Pe 0.60
f 400
H1 6.3
CA 3.0
CA 3.0
CA 3.0
CA 3.0
CA 3.0
CA 3.0
2 :
14.0
Do 4.512
Di 4.500
Dn 4.506
H 6.30
RCone 2.32
RDome 3.60
A' 16.43
0 56
D E S I G N D A T A
Roof Type
Roof-to-Shell Joint Type
Fabrication
Purpose
Material Group
Smallest of the allowable tensile stresses (Roof, Shell, Ring)
High Liquid Level
Bottom
Shell
Roof Slope
Roof Angle
Outside Dia.
Inside Dia.
Developed Area
Roof Height Above Shell
Minimum Yield Strength
Recycle AA Ta
Group IV
Density of Contents
Specific Gravity of Contents (For Appendix A Only)
Material
Specific Gravity of Contents
Allowable Product Design Stress at Design Temperature
Allowable Hydrostatic Test Stress at Design Temperature
Internal Pressure
External Pressure
Minimum Tensile Strength
Modulus of Elasticity
Maximum Design Temperature
Minimum Design Temperature
Roof
Structure
Anchor Bolts
Nozzles, etc.
Nominal Dia. ( Inside Dia. + Shell Thk. )
Total Height
Cone Roof Dish Radius
Dome Roof Dish Radius
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SHELL 0.49 1.0
20.60 41.2
0.00 0.0
0.00
0.00
0.00
21.10 42.22
1.28 2.5
ALL 27.43 67.34
1.67 4.1
Superimposed Lr 1.
Snow Load S
External Pressuer Pe 0.60
Basic Wind Speed V 13
COMB1 DL + Lr+ 0.4 x Pe App. R 3.2
COMB2 DL + 0.4 x Lr+ Pe App. R 2.7
COMB3 DL + S + 0.4 x Pe App. R 1.7
COMB4 DL + 0.4 x S + Pe App. R 2.1
Pr App.V 3.27
Ps App. V 1.0
W App. V 0.77
W1 Table 3-21a 36.1
W2 Table 3-21a 42.4
W3 Table 3-21a 57.22
PART FYmin Factor FYmin' FTmin Factor Ftmin' E
ROOF 240 1.00 240 450 1.00 450 195000
SHELL 240 1.00 240 450 1.00 450 195000
BOTTOM 240 1.00 240 450 1.00 450 195000
STIFF. 250 1.00 250 400 1.00 400 195000
ANCHOR 250 1.00 250 400 1.00 400 205000
Notation Normal Factor Modified
JEb 1.00 1.00 1.00
JE 1 00 1 00 1 00
M A T E R I A L P R O P E R T I E S
J O I N T E F F I C I E N C Y
Top Angle
Course(s)
Wind Girders
Ladder
Insulation
Others
ROOF
Max(COMB1:COMB4)
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WidthPress.
HeadHL1' td tt Max( td,t t ) tsmin tsmin
m m m mm mm mm mm mm
3.6.1.2 3.6.3.2 3.6.3.2 3.6.3.2 3.6.1.1 A.4.1
1 1.950 0.51 6.81 3.93 0.80 3.93 5 4.47
2 1.950 0.51 4.86 3.65 0.56 3.65 5 4.03
3 0.450 0.51 2.91 3.37 0.32 3.37 5 3.59
4 1.950 0.51 2.46 3.31 0.26 3.31 5 3.49
5 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00
6 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00
7 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00
8 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00
9 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00
10 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00
11 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00
12 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00
6.300
ts1 (mm) = 6
m kN kg mm
1 1.950 12.75 1300.16 3.0
2 1.950 12.75 1300.16 3.0
3 0.450 2.94 300.04 3.0
4 1.950 12.75 1300.16 3.0
5 0.000 0.00 0.00 0.0
6 0.000 0.00 0.00 0.0
7 0.000 0.00 0.00 0.0
8 0.000 0.00 0.00 0.0
9 0.000 0.00 0.00 0.0
10 0.000 0.00 0.00 0.0
11 0.000 0.00 0.00 0.0
12 0 000 0 00 0 00 0 0
S H E L L D E S I G
Width
3.6.1.2
Course#
Course #
S H E L L W E I G H T S U M
Shell Wt.
(Uncorroded) Thk. - CA
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tbmin tbmin CA tb-re 'd
mm mm mm mm
3.4.1 J.3.2.1 3.4.1
6 6 3.0 9.0
tmax tmin tA v
Cone 12.5 4.73 4.83
Dome - - -
kN kgs kN kgs kN kgs kN kgs
8.16 831.34 4.65 474.28 41.21 4200.51 1.01 102.9
5.71 581.94 3.26 331.99 20.60 2100.26 0.50 50.47
mm mm mm mm mm mm
Uncorroded 49 80 80 6 74 74 57.78
Corroded 3 77 77 3 74.0 74 56.63
Zmin Zfurn'
cm3
cm3
3.97 4.75
tb th - CA tc/ts Rc R2 Wh/Comp. Wc Areq'd m
mm mm mm mm m mm mm mm2
Detail
R O O F - T O - S H E L L J O I N T D
T O P W I N D G I R D E
Hz. Leg Vt. Leg b - t NA DisThk a - t
W E I G H T S U M
R O O F P L A T E D
Shell Plt. Wt.Annular Plt. Wt.
B O T T O M P L A T E
Bottom Plt. Wt.
ANGLE
Top Wind Girder
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tb th tc/ts Xcone/dome Xshell Areq'd V.7.2.2
mm mm mm mm mm mm2
a - 5 3.0 163.57 69.67 83.18
b - 5 3.0 163.57 69.67 83.18
c - 5 3.0 163.57 69.67 83.18
d - 5 3.0 163.57 69.67 83.18
e - 5 3.0 163.57 69.67 83.18
f - 5 3.0 163.57 69.67 83.18
g - 5 3.0 163.57 69.67 83.18
h 10 5 3.0 163.57 69.67 83.18
i 10 5 3.0 163.57 69.67 83.18
k 10 5 10 163.57 69.67 83.18
Kz Kzt Kd V I G
- - - mph - -
3.9.7.1 a 1.04 1 0.95 117 1 0.85
Client Info 1.04 1 0.95 117 1 0.85
Max. Height of Unstiffened Shell & transformed shell height
ts1 D V H1 H1 - modified
mm m kph m m
3.00 4.506 138 29.26 24.17
As Htr < H1 --- Intermediate Wind Girder is not required.
Verification of Unstiffened Shell ( As per Appendix V )
( D / tsmin )0.75
[ ( HTS / D ) ( FYmin / E )0.5
] 0.00675 0.0396
Elastic Buckling Criteria Satisfied.
Ps E / ( 45609 ( HTS / D ) ( D / tsmin )0.5
) 1.01
Design external pressure for an unstiffened tank shell satisfied.
tsmin ( 73.05 ( HTS Ps )0.4
D0.6
) / ( E )0.4
6
Minimum shell thickness required for a specified external pressure satisfied.
Ref
I N T E R M E D I A T E W I N D G I
R O O F - T O - S H E L L & B O T T O M - T O -
Detail
[ A P P E N D I X
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Intermediate Stiffener Ring Design t 6
STIFFtshell Q 2 x wshell Ireq'd Ifurn'd Ashell cont. Ar
mm N/m mm cm4
cm4
mm2
m
1 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #D
2 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #D
3 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #D
4 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #D
5 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #D
6 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #D
7 0 - - - - -
8 0 - - - - -
9 0 - - - - -
10 0 - - - - -
tshell Vl 2 x wshell Ireq'd Ifurn'd Ashell cont. Ar
mm N/m mm cm4
cm4
mm2
m
TOP 6 1586.56 98.54 1.16 11 295.61 8
BOTT 6 1586.56 98.54 1.16 11 295.61 8
vs Vs1 Vs2
Do E S Pe tbtm min tfurn'd tfurn'd
4512 144 0.60 7850 4.73 8 5
177.64 20885 0.09 0.28 0.19 0.31 0
-0.09
BWS Pressure Proj. Area Fo
O V E R T U R N I N G
NT
0.70
S T R E N G T H O F S T I F F E N E R
V A C U U M C O N D I T I
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BWS Pressure Proj. Area F - WIN
kph kPa m2 kN
0.454 28.426 12.896
0.760 1.267 0.963
F - FRIC. > F - WIND --- Tank is stable, anchorage
D th Mw Ms P Pt
m[ ft ]
mm[ in. ]
N-m[ ft-lbs ]
N-m[ ft-lbs ]
kPa[in. of water ]
kPa[in. of wate
SI 4.506 8 42735 37635 5.00 6.25
US 14.78 0.31 31519.86 27758.40 20.09 25.12
Do 45
BCD 49
BWS 1
2
Pd
Pall.
Pact.
A N C H O R C H A I R
Anchor Chair Design NOT Ad
1.5 x Actual bolt Load
[ ( 4 Mw ) / D ] - W2
[ ( 4 Ms ) / D ] - W2
[ ( P - 8 th ) 4.08 D2
] + [ ( 4 Mw ) / D ] - W1
[ ( P - 8 th ) 4.08 D2
] + [ ( 4 Ms ) / D ] - W1
Maximum Allowable Anchor-Bolt Load
WIND LOAD
U P L I F T L O A D S
FAILURE PRESSURE
[ ( P - th ) 4.08 D2
] - W1
[ ( Pt - 8 th ) 4.08 D2
] - W2
[ ( 1.5 Pf- 8 th ) 4.08 D2
] -W3
S L I D I N G R E S I S
138
SEISMIC LOAD
DESIGN PRESSURE + WIND
DESIGN PRESSURE + SEISMIC
Tank Outside Dia.
Bolt Circle Dia. ( BCD )
Basic Wind Speed
Earthquake (Y = Yes, N = No)
Design Load
UPLIFT LOAD CASES
DESIGN PRESSURE
TEST PRESSURE
FORMULAE
Units
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a 300 mm
b 200 mm
cmin 9.17 mm
cused 16.00 mm
d 50.8 mm
eused 200 mm
emin 60 mm
fused 50 mm
fmin 29 mm
gused 100
gmin 76 mm
hused 310 mm
hmax 900 mm
hmin 152.4 mm
jused 16 mm
jmin 12.70 mm
k 125 mm
L mm
m 8 mm
P kN
r mm
R 2256 mm
Sinduced kPa
Sallowable kPa
t 6 mm
deg
Z
jK
wmin 6 mm
WV
WH
W
For an allowable stress of 13.6 ksi on a fillet weld, the allowable load per lin in. is 9.62 kips per lin in. of weld size.
For weld size of 0.24 in. the allowable load therefore is 2.27 kips.
Distance from Outside of Top-Plate to edge of hole
Top-Plate Length ( radial direction )
A N C H O R C H A I R D E S I G N C A
( A I S I - E - 1 , V O L U M E II,
Top-Plate Width ( along shell )
Top Plate
Horizontal Load
Total Load on Weld
Gusset Plate - Shell Weld
Anchor-bolt Diameter
Anchor-bolt Eccentricity
Distance between Vertical Plates
Chair Height
Top-Plate Thickness
Vertical Load
Stress at Point
Stress at Point
Vertical-Plate Thickness
Vertical-Plate Width ( average width for tapered plates )
Column Length
Shell or Column Thickness
Cone Angle ( measured from axis of cone )
Bottom or Base Plate Thickness
Load
Least Radius of Gyration
Nominal Shell Radius
Reduction for Factor
Check to limit slenderness upto 86.6
Weld Size
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W
Wf
Ww
Wo
Wh
Fw
Rw
Mw
DL
LL
Wo
Wh
Fw
Rw
Mw
h1
h2
h3
a1
a2
a3
w1
w2
w3
WE
C.O.G.
W6
WF
Self Weight of Tank
Weight of Fluid in Tank at Operating Conditions
Weight of Water in Tank at Hydrotest Conditions
Dead load, shell, roof & ext. structure loads
S U M M A R Y O F F O U N D A T I O N L O A D
O P E R A T I N G & H Y D R O S T A T I C T E
Uniform Load Operating Condition
Uniform Load Hydrotest Condition
Base Shear due to wind load
Reaction due to wind load
Moment due to wind load
W I N D L O A D T R A N S F E R R E D T O F O
Height of Roof
Base shear due to wind
Reaction due to wind
Moment due to wind load
Consider 15-20 % variation in weight while designing the f
E M P T Y C O N D I T I O N
Uniform load, operating condition
Uniform load, hydrotest load
Base Plate Thickness
a1 = h1 / 2
a2 = h2 / 2 +h1
a3 = h3 / 3 + h1 + h2
C E N T R E O F G R A V
Weight of Bottom Plate
F U L L O F W A T E R C O N D I T I
Height of Shell
Live Load
Weight of Tank (Full of Water)
Weight of Shell
Weight of Roof
Total Empty Weight of Tank
C.O.G. in Empty Condition
Weight of Water
Weight of Shell + Weight of Water
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So = 0.4Ss 0.112
Ss = 2.5SP 0
S1 = 1.25SP 0
Ss = 1.5Fa 2.4
S1 = 0.6Fv/T 0.760
Ci H tu D p E
- m mm m kg / m3
Mpa
6.4 6.30 6 4.51 1040 195000
So SP SDS I Fa
%g %g %g - -
0.112 0 0.30 1.25 1.6
S T R U C T U R A L P E R I O D O
S P E C T R A L A C C E L E R A T I O
S E I S M I C D E S I G N [ A P
I m p u l s I v e S p e c t r a l A c c .
I m p u l s I v e N a t u r a l P e r I o d & C o n v e c t
Site Class
Anchorage Condition
Vertical Acceleration
MCE Ground Motion Definitions
Aspact Ratio
Inverse Aspact Ratio
Seismic Use Group
Importance Factor
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TC > TL
Ac = KSD1 ( TL / Tc2
) ( I / Rwc )
Ac = 2.5 Q Fa So ( ( Ts TL / Tc2
) ( I / Rwc )
SEISMIC DESIGN FACTORS
DESIGN FORCES
Equivalent lateral seismic design force
lateral acceleration coefficient
Effective Weight contributing to seismic response
Ws Wr Wf Wi Wc WP
N N N N N N
89100 18950 15530 1383984 269710 1639640
D H D/H WP
m m - N
4.51 6.30 0.72 1639640
SDS Av Wi Wc
%g N N
0.299 0.04183424 1383984 269710
Ai Wi Xi Ws Xs Wr
E F F E C T I V E W E I G H T
V E R T I C A L S E I S M
E f f e c t i v e I m p u l s I v e W e i g h t & E f f
D E S I G N L
I m p u l s I v e N a t u r a l P e r I o d & C o n v
O V E R T U R N I N G
R I n g w a l l M o
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Thickness of the tank floor plate provided under the shell may be greater than or e
tank floor plate ( i.e., ta > tb ) with the following restrictions:
less Corrosion Allowance ts - CA 3.00
Actual Thk. Btm Plt. tb 7.00
Tank Self Anchored?
a ) The resisting force is adequate for tank stability ( i.e. the anchorage ratio, J > 1
b ) The maximum width of annulus for determining the resisting force is 3.5% of th
c ) The shell compression satisfies E.6.2.2
d ) The req'd annular plate thickness does not exceed the thickness of the btm she
e ) Piping flexibility requirements are satisfied.
Shell Compression in Self-Anchored Tanks
Max. longitudinal shell compression stress at the bottom of the shell when there is
c = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2
) ) ( 1 / ( 1000 ts ) )
Max. longitudinal shell compression stress at the bottom of the shell when there is
c = ( ( ( wt (1 + 0.4 Av ) + wa ) / ( 0.607 -0.18667 J2.3
) ) - wa ) ( 1 / ( 1000 ts ) )
wt 5247 N/m
Av 0.04183424 %g
Mrw 402509 N-m
D 4.506 m
ts 3.00 mm
wa 27250 N/m
J 0.61 -
c 10.190 MPa
Shell Compression in Mechanically-Anchored Tanks
Max. longitudinal shell compression stress at the bottom of the shell when there is
c = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2
) ) ( 1 / ( 1000 ts ) )
wt 5247 N/m
Av 0.0418 %g
R e s I s t a n c e t o t h e d e s I g n o v e r t u r n I n g
A N N U L A R P L A T E R
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DYNAMIC LIQUID HOOP FORCES
When D / H is greater than or equal to 1.333
Ni = 8.48 Ai G D H ( ( Y / H ) - 0.5 ( Y / H )2
) TANH ( 0.866 D / H )
D H D / H 0.866 ( D / H TANH 4 Y Y / H 0.5 ( Y / H )
4.51 6.30 0.72 0.6194 0.5507 6.30 1.000 0.500
When D / H is less than 1.333 and Y is less than 0.75 D
Ni = 5.22 Ai G D2
( ( Y / ( 0.75 D ) ) - 0.5 ( Y / ( 0.75 D ))2
)
D Y Y / D Ai G Ni
4.51 4.00 0.89 0.0934 1.04 4.97
When D / H is less than 1.333 and Y is greater than or equal to 0.75 D
Ni = 2.6 Ai G D2
D Ai G Ni
4.51 0.0934 1.04 5.13
For Convective
Nc = 1.85 Ac G D2 COSH ( 3.68 ( H - Y ) / D ) / COSH (3.68 H / D )
D H Y .68 ( H - Y ) / 3.68 ( H / D ) COSH 4 COSH 5 Ac
0.00 0.00 6.70 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.0860
When purchaser specifies that vertical acceleration need not be considered (i.e. Av = 0), the combined hoop
stress shall be defined by Equation E-22. The dynamic hoop tensile stress shall be directly combined with the
product hydrostatic design stress in determining the total stress.
When vertical acceleration not specified T = h s = ( Nh SQRT ( Ni2
+ Nc2
) ) / t
h s Nh Ni Nc t
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APPENDIX E - SEISMIC DESIGN OF STORAGE TANKS
Specific Gravity G 1.04 -
Tank Dia. D 4.506 m
Tank Height H 6.30 m
Aspact Ratio D/H 0.72 -
Inverse Aspact Ratio H/D 1.40 -
Bottom Plt. Thk. tbtm 7.00 mm
First Shell Course Thk. tsn 3.00 mm
Minimum specified yield strength of shell course FYmin 240.00 MPa
Height from bottom of the shell to CG Xs 3.15 m
Height from top of shell to the roof and roof appurtenance Xr 0.167 m
Seismic Use Group SUG II
Importance Factor I 1.25
Site Class SC D
Anchorage Condition
Vertical Acceleration
MCE Ground Motion Definitions
SP 0
Ss 0.28S1 1.4
So 0.112
Fa 1.6
Fv 2.4 So = 0.4Ss 0.112
SP Ss = 2.5SP 0
SDS S1 = 1.25SP 0
Ss = 1.5Fa 2.4
S1 = 0.6Fv/T 0.760
Structural Period of Vibration
Impulsive Natural Period Ci = 6.4 -
Mechanically Anchored
Consider
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H = 6.30 m
tu = 6 mm
D = 4.51 m
p = 1040 kg/m3
E = 195000 Mpa
Ti = 1.80 seconds
Convective (Sloshing) Period
Tc = 1.8 Ks sqrt ( D ) Tc = 2.21 seconds
Ks = 0.578 / ( sqrt ( ( 3.68 H ) / D ) ) Ks = 0.58
Design Spectral Response Acceleration T 1.89
Impulsive spectral acceleration parameter, Ai
Probabilistic or Mapped Design Method (Approach 1)
So = 0.112 %g
N/A SP = 0 %g
SDS = 2.5 Q Fa So ( E-4 ) N/A SDS = 0.45 %g
I =1.25 -
Fa = 1.6 -
Rwi = 4 -
Q = 1.00 -
Ai = SDS ( I / Rwi ) 0.14
Ai = 2.5 Q Fa So ( I / Rwi ) 0.14
For Site Class A, B, C and DAi 0.007 Satisfied
For Site Class E and F Ai 0.5 S1 ( I / Rwi ) N/A N/A
For Site Class E and F Ai 0.875 SP ( I / Rwi ) N/A N/A
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Ai 0.14000
Concevtice spectral acceleration parameter, Ac
Probabilistic or Mapped Design Method (Approach 1)
S1 = 0.14 %g
Ss = 0.28 %g
So = SP So = 0.112 %g
SD1 = 0 %g
SP = 0 %g
K = 1.5 -
I = 1.25 -
Fa = 1.6 -
Fv = 2.4 -
Tc = 2.21 seconds
Ts = 0.75 seconds
TL = 4 seconds
Rwc = 2 -
Q = 1.00 -TC < TL
Ac = KSD1 ( I / Tc ) ( I / Rwc ) Ac N/A
Ac = 2.5 Q Fa So ( Ts / Tc ) ( I / Rwc ) Ac 0.09508
TC > TL
Ac = KSD1 ( TL / Tc2
) ( I / Rwc ) Ac N/A
Ac = 2.5 Q Fa So ( ( Ts TL / Tc2
) ( I / Rwc ) Ac 0.17221
Ac 0.08596 < Ai
SEISMIC DESIGN FACTORS
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DESIGN FORCES
Equivalent lateral seismic design force F = A . Weff
lateral acceleration coefficient A ( %g )
Effective Weight contributing to seismic response Weff
DESIGN LOADS
Ws 89100 N
Wr 18950 N
Wf 15530 N
Wi 1383984 N
Wc 269710 N
WP 1639640 N
Ai 0.1400 %g
Ac 0.0860 %g
Vi = Ai ( Ws + Wr + Wf + Wi ) Vi 211059 N
Vc = Ac Wc Vc 23184 N
V = SQRT ( Vi2
+ Vc2) V 212329 N
EFFECTIVE WEIGHT OF PRODUCT
EFFECTIVE IMPULSIVE WT.
D 4.51 m
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H 6.30 m
D/H 0.72 -
WP 1639640 N
When D / H greater than or equal to 1.333
( tanh ( 0.866 D / H ) / (0.866 D / H ) ) Wp
Wi 1457810 N
When D / H less than 1.333
( 1 - 0.218 ( D / H ) ) WP
Wi 1383984 N
Use Wi =
EFFECTIVE CONVECTIVE WT.
D 4.51 m
H 6.30 m
D/H 0.72
WP 1639640 N
For Convective
0.23 ( D / H ) tanh ( ( 3.67 H ) / D ) W P
Wc 269710 N Use Wc =
CENTER OF ACTION FOR EFFECTIVE LATERAL FORCES
CENTRE OF ACTION OF RINGWALL OVERTURNING MOMENT
D 4.51 m
H 6.30 m
D/H 0.72 -
H/D 1.40 -
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When D / H greater than or equal to 1.333
Xi = 0.375 H
Xi 1.69 m Not Applicable in this case.
When D / H less than 1.333
Xi = ( 0.5 - 0.094 ( D / H ) ) H
Xi 2.73 m Applicable in this case.
Use Xi =
For Convective
Xc = ( 1.0 - ( COSH ( (3.67 H / D ) -1 ) / ( ( 3.67 H / D ) SINH ( 3.67 H /D ) )
H H/D 3.67 ( H / D ) .67 ( H / D ) - COSH 4 SINH 3 Xc
6.3 1.4 5.1 4.1 31.1 84.6 5.85
Use Xc =
CENTRE OF ACTION OF SLAB OVERTURNING MOMENT
D 4.51 m
H 6.30 m
D/H 0.72 -
When D / H greater than or equal to 1.333
Xis = 0.375 ( 1.0 + 1.333 ( ( ( 0.866 D / H ) / TANH ( 0.866 D / H ) ) -1.0 ) ) H
D H D / H 0.866 ( D / H ) TANH 4 Xis
4.51 6.30 0.72 0.62 0.55 2.76
When D / H less than 1.333
Xis = ( 0.5 + 0.6 ( D / H ) ) H
D H D / H 0.6 ( D / H ) Xis
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4.51 6.30 0.72 0.43 5.85
Use Xis =
For Convective
Xcs = ( 1.0 - ( COSH ( ( 3.67 H / D ) -1.937 ) / ( 3.67 ( H / D ) SINH ( 3.67 ( H / D ) ) ) ) H
D H H / D 3.67 ( H / D ) 3.67 ( H / D ) - 1.937 COSH 5 SINH 3
4.51 6.30 1.40 5.13 3.19 12.22 84.60
Use Xcs =
VERTICAL SEISMIC EFFECTS
SDS = 0.448
Av = 0.06272 %g
Fv = Av Weff Wi = 1383984 N
Wc = 269710 N
Weff = 1410020 N
Fv = 88436 N
DYNAMIC LIQUID HOOP FORCES
When D / H is greater than or equal to 1.333
Ni = 8.48 Ai G D H ( ( Y / H ) - 0.5 ( Y / H )2
) TANH ( 0.866 D / H )
D H D / H 0.866 ( D / H ) TANH 4 Y Y / H
4.51 6.30 0.72 0.6194 0.5507 6.30 1.000
When D / H is less than 1.333 and Y is less than 0.75 D
Ni = 5.22 Ai G D2
( ( Y / ( 0.75 D ) ) - 0.5 ( Y / ( 0.75 D ))2
)
D Y Y / D Ai G Ni
4.51 4.00 0.89 0.1400 1.04 7.46
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When D / H is less than 1.333 and Y is greater than or equal to 0.75 D
Ni = 2.6 Ai G D2
D Ai G Ni
4.51 0.1400 1.04 7.69
For Convective
Nc = 1.85 Ac G D2 COSH ( 3.68 ( H - Y ) / D ) / COSH (3.68 H / D )
D H Y 3.68 ( H - Y ) / D 3.68 ( H / D ) COSH 4 COSH 5
4.51 6.30 6.70 -0.33 5.15 1.0538 85.801
When purchaser specifies that vertical acceleration need not be considered (i.e. Av = 0), the combined
stress shall be defined by Equation E-22. The dynamic hoop tensile stress shall be directly combined
product hydrostatic design stress in determining the total stress.
When vertical acceleration not specified T = h s = ( Nh SQRT ( Ni2
+ Nc2
) ) / t
h s Nh Ni Nc
When vertical acceleration specified T = h s = ( Nh ( SQRT ( Ni2
+ Nc2
+ (
h s Nh Ni Nc
OVERTURNING MOMENT Mrw = SQRT ( ( Ai ( Wi Xi + Ws Xs + Wr X
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RINGWALL MOMENT Ai 0.14
Wi 1383984.208
Xi 2.83
Ws 89100
Xs 3.15
Wr 18950
Xr 0.167
Ac 0.08596
Wc 269709.7481
Xc 6.1
Mrw 604837 N-m
SLAB MOMENT
Ms = SQRT ( ( Ai ( Wi Xis + Ws Xs + Wr X
Ai 0.1400
Wi 1383984.208
Xis 6.66
Ws 89100.00
Xs 3.15
Wr 18950.00
Xr 0.167
Ac 0.0860
Wc 269710
Xcs 6.48
Ms 1338620 N-m
Anchorage [Resistance to the design overturning (ringwall) moment at the base of the shell]
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Resistance is contributed by:
For unanchored tanks
Weight of the tank shell
Weight of roof reaction on shell
Weight of a portion of the tank contents adacent to the shell
For anchored tanks
Mechanical anchorage devices (i.e., Anchor chair with anchor boldts)
ta 7.00 mm
S 0 N
Av 0.06272 %g
Anchorage Ratio, J Mrw 604837 N-m
Ws 55322 N
J = Mrw / ( D2
( W t ( 1 - 0.4 Av ) )+ Wa ) Wss 3908 N/m
Wr 18953 N
Wt= ( ( W
s/ PI() D ) + W
rs)
Wrs 1339 N/m
Wt 5247 N/m
Wa = 99 ta SQRT ( Fy H Ge ) 1.28 H D Ge Wa 27134 N/m
27134 37 Ge 1.014 -
J 0.92
Annular Plate Requirements Tank is self Anchored.
Thickness of the tank floor plate provided under the shell may be greater than or equal to the thickness
tank floor plate ( i.e., ta > tb ) with the following restrictions:
ts - CA 3.00 mm
Actual Thk. Btm Plt. tb 7.00 mm
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a [Not Satisfied.]
b [Not Satisfied.]
Tank Self Anchored?
a ) The resisting force is adequate for tank stability ( i.e. the anchorage ratio, J > 1.54 )
b ) The maximum width of annulus for determining the resisting force is 3.5% of the tank diameter.
c ) The shell compression satisfies E.6.2.2
d ) The req'd annular plate thickness does not exceed the thickness of the btm shell course.
e ) Piping flexibility requirements are satisfied.
Shell Compression in Self-Anchored Tanks
Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift,
c = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2
) ) ( 1 / ( 1000 ts ) )
Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift,
c= ( ( ( wt (1 + 0.4 Av ) + wa ) / ( 0.607 -0.18667 J
2.3) ) - wa ) ( 1 / ( 1000 ts ) )
wt 5247 N/m
Av 0.06272 %g
Mrw 604837 N-m
D 4.506 m
ts 3.00 mm
wa 27134 N/m
J 0.92 -
c 14.960 MPa
Shell Compression in Mechanically-Anchored Tanks
Max. longitudinal shell compression stress at the bottom of the shell when there is no ca
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c = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2
) ) ( 1 / ( 1000 ts ) )
wt 5247 N/m
Av 0.06272 %g
Mrw 604837 N-m
D 4.506 m
ts 3.00 mm
c 14.433 MPa
Allowable Longitudinal Membrane Compression Stress in Tank Shell
G 1.04
H 6.30
D 4.506
ts 3.00 Corroded
G H D2
/ t2
14.78
Fc 8.17 MPa
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Self Anchored Consider
Mechanically Anchored Do not consider
Where the site properties are not known in sufficient detail to determine t
unless the authority having jurisdiction determines that Site Class E or F
Corroded
Corroded
I Not assigned to SUG II and III
II Hazardous substance, public exposure, direct service to m
III Post earthquake recovery, life and health of public, hazard
Note:
Seismic Use Group (SUG) for the tank shall be specified by the purchase
If it is not specified, the tank shall be assigned to SUG I
SUG I A Hard rock
I 1 B Rock
II 1.25 C Very dense so
III 1.5 D Stiff soil
E Soil
F N/A
T = Natural period of vibration of the tank and contents, seconds.
Ci = Coefficient for determining impulsive period of tank system
Seismic Use Group
Importance Factor Site Class
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H = Maximum design product level, m
tu = Equivalent uniform thickness of tank shell, mm
D = Nominal tank diameter, m
p = Mass density of fluid, kg/m3
E = Elastic Modulus of tank material, MPa
Ti = Natural period of vibration for impulsive mode of behavior, seconds
Tc = Natural period of vibration for convective (sloshing) mode of behavior, se
So = Mapped, maximum considered earthquake, 5-percent-damped, spectral r
SP = Design level peak ground acceleration parameter for sites not addressed
SDS = The design, 5-percent-damped, spectral response acceleration paramete
I =Importance factor coefficient based on seismic use group.
Fa = Acceleration-based site coefficient ( at 0.2 seconds period ).
Rwi = Force reduction factor for the impulsive mode using allowable stress desi
Q = Scaling factor from the MCE to the design level spectral acceleration. Q
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S1 = Mapped, MCE, 5-percent-damped, spectral response acceleration param
Ss = Mapped, MCE, 5-percent-damped, spectral response acceleration param
So = Mapped, MCE, 5-percent-damped, spectral response acceleration param
SD1 = The design, 5-percent-damped, spectral response acceleration paramete
SP =
K = Coefficient to adjust the spectral acceleration from 5% to 0.5% damping
I = Importance factor coefficient based on seismic use group.
Fa = Acceleration-based site coefficient ( at 0.2 seconds period ). Table E - 1
Fv = Velocity-based site coefficient ( at 1.0 seconds period ).
Tc = Natural period of the covective (sloshing) mode of behavior of the liquid,
Ts = ( Fv . S1 ) / ( Fa . Ss )
TL = Regional-dependent transition period for longer period ground motion, se
Rwc = Force reduction coefficient for the convective mode using allowable stres
Q = Scaling factor from the MCE to the design level spectral acceleration. Q
0.1400 Satisfied
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Ws Total weight of tank shell and appurtenances, N.
Wr Total weight of fixed tank roof including framing, knuckles, any permanen
Wf Weight of the tank floor, N.
Wi Effective impulsive weight of the liquid, N.
Wc Effective convective (sloshing) portion of the liquid weight, N.
WP Total weight of the tank contents based on the design specific gravity of t
Ai Impulsive design response spectrum acceleration coefficient, %g.
Ac Convective design response spectrum acceleration coefficient %g.
Vi Design base shear due to impulsive component from effective weight of t
Vc Design base shear due to the convective component of the effective slos
V Total design base shear, N.
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1383984 N
269710 N
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2.83 m
6.10 m
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6.66 m
Xcs
6.12
6.48 m
Av = Vertical earthquake acceleration coefficient, %g. Av = 0.14 SDS
Wi = Effective weight contributing to seismic response. SDS = 2.5 Q F
Wc = Velocity-based site coefficient ( at 1.0 seconds period ).
Y = Distance from liquid surface to analysis point, (positive down), m.
Ni = Impulsive hoop membrane force in tank wall, N/mm.
0.5 ( Y / H ) Ai G Ni
0.500 0.1400 1.04 9.65
D / H 0.72
Y 6.70
Use '2 & 3'
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1 9.61 N/mm
2 & 3 7.69 N/mm
1, 2 & 3 7.69 N/mm
Use Ni = 7.69 N/mm
Use Nc = 0.04 N/mm
Ac G Nc
0.0860 1.04 0.04
hoop
ith the
t T h Product hydrostatic hoop stress in the shell,
s Hoop stress in the shell due to impulsive an
T Total combined hoop stress in te shell, MPa
Nh Product hydrostatice membrane force, N/m
Ni Impulsive hoop membrane force in tank wal
Nc Convective hoop membrane force in tank w
c Nh
)2
) ) ) / t t Thickness of the shell ring under considerati
Av Vertical earthquake acceleration coefficient,
Av t T
r ) )2
+ ( Ac ( Wc Xc ) )2
)
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) )2
+ ( Ac ( Wc Xcs ) )2
)
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ta Thickness of the bottom plate under the shell extending at least the dista
S Design snow load, N.
Av Vertical earthquake acceleration coefficient, %g.
Mrw Ringwall moment - Portion of the total overturning moment that acts at th
Ws Total weight of tank shell and appurtenances, N. (Shell + Btm Plt + Curb
Wss Total weight of tank shell and appurtenances per unit length of shell circu
Wr Total weight of fixed tank roof including framing, knuckles, any permanen
Wrs Roof load acting on the shell, including 10% of the specified snow load, N
Wt Tank and roof weight acting at base of shell, N/m.
Wa Resisting force of tank contents per unit length of shell circumference tha
Ge Effective specific gravity including vertical seismic effects = G ( 1.0 - 0.4
J < 0.785 No calculated uplift under the design seismic overturning
0.785 < J < 1. Tank is uplifting, but the tak is stable for the design load pr
J >1.54 Tank is not stable and cannot be self-anchored for the desi
of the general
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a ) The thickness, ta, used to calculate wa in Equ E-23 shall not exceed t
b ) Nor shall the thickness, ta, used in Equ E-23 exceed the actual thickn
c ) when the bottom plate under the shell is thicker than the remainder of
thicker annular plate inside the tank wall, Ls, shall be equal to or great
[Satisfied]
L = 158 mm
[Not Satisfiend]
[Not Satisfied]
See API 650 Sec. E.7.3
< 0.785, c
> 0.785, c
J < 0.785 Long. Shell Comp. Stress = 14.43 MPa
J > 0.785 Long. Shell Comp. Stress = 14.96 MPa
lculated uplift, J < 0.785, c
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Thickness of the shell ring under consideration, mm. corroded
Allowable longitudinal shell membrane compression stress, MPa.
G H D2
/ t2
44 Fc = 55.26 M Fc = 83 ts / D
G H D2
/ t2
< 44 Fc = 8.17 MP Fc = 83 ts / ( ( 2.5 D ) + 7.5 SQRT ( G H ) )
G H < 0.5 Fty 28.3878 120 Satisfied
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e site class, Site Class D shall be assumed
hould apply at the site.
ajor facilities
us substance
r.
il
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onds
esponse acceleration parameter at a period of one second, %g.
by ASCE methods.
r at short periods ( T = 0.2 seconds ) based on ASCE 7 methods, %g.
n methods.
2 / 3 for ASCE 7 and Q = 1 UOS.
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eter at a period of one second, %g.
eter at short periods ( T = 0.2 seconds ), %g.
eter at a period of one second, %g.
r at one second based on ASCE 7 methods, %g.
1.5 UOS.
econds.
onds. For ASCE 7 Mapped value and for Outside USA 4.
design methods.
2 / 3 for ASCE 7 and Q = 1 UOS.
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attachments and 10% of the roof design snow load, N.
e product, N.
nk and contents, N.
ing wieght, N.
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So
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MPa.
convective force of the stored liquid, MPa..
.
l, N/mm.
ll, N/mm.
ion, mm.
%g.
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ce, L, from the inside of the shell, less CA, mm.
base of the tank shell perimeter, N-m.
ngle + Rings )
ference, N/mm.
attachments and 10% of the roof design snow load, N.
/m.
may be used to resist the shell overturning moment, N/m.
v )
oment. The tank is self anchored.
oviding the shell compression requirements are satisfied. Tank is self anchored.
ign load. Modify the annular plate if L < 0.035D is not controlling or add mechanical anchorage.
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e first shell course thickness, ts, less the shell CA.
ss of the plate under the shell less the CA for tank bottom.
the tank bottom (i.e. ta > tb) the min. projection of the supplied
r than L:
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F.1 Scope
F.1.1 This appendix applies to the storage of nonrefrigerated liquids.
F.1.2 When net uplift does not exceed the nominal weight of the shell, roof and
F.1.3 Internal Pressure exceed 18 kPa gauge covered in F.7.
F.1.4
F.1.5 Tank nameplate shall indicate whether the tank has been designed in ac
F.1.6 Figure F-1 provided to aid in the determination of the applicability of vario
F.2 Venting (Deleted)
F.3 Roof Details
F.4 Maximum Design Pressure and Test Procedure
F.4.1 The design pressure, P, for a tank that has been constructed or that has
may be calculated from the following equation (subjected to the limitation
P = ( 1.1 ) ( A ) ( tan ) / D2
+ 0.08th
P Internal design pressure, kPa
A Area resisting the compressive force, as illustrated in Figu
Angle between the roof and a horizontal plane at the roof-t
tan Slope of the roof, expressed as a decimal quantity
D Tank diameter, m
th Nominal roof thickness, mm
F.4.2 The maximum design pressure, limited by uplift at the base of the shell, s
from the following equation unlesss further limited by F.4.3
Pmax Maximum design pressure, kPa
DLS Total weight of the shell and any framing (but not roof plate
D Tank diameter, m
th Nominal roof thickness, mm
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M Wind moment, N - m
F.4.3 As top angle size and roof slope decrease and tank diameter increases, t
approaches the failure pressure of F.6 for the roof-to-shell junction, In ord
operating pressure and the calculated failure pressure, a suggested furth
tanks with a weak rof-to-shell attachment (frangible joint) is:
Pmax < 0.8 Pf
F.4.4 When the entire tank is completed, it shall be filled with water to the top a
internal air pressure shall be applied to the enclosed space above the wa
shall then be reduced to one-half the design pressure, and all welded join
by means of a soap film, linseed oil, or another suitable material. Tank ve
F.5 Required Compression Area at the Roof-to-Shell Junction
F.5.1 A = ( D2
( Pi - 0.08th ) ) / ( 1.1 ( tan ) )
A = ( D2
( 0.4Pi - 0.08th + 0.72 ( V / 120 )2
) ) / ( 1.1 ( tan ) )
A Total required compression area at the roof-to-shell junctio
D Tank diameter
Pi Design internal pressure, kPa
th Roof Thickness, mm
V Design wind speed ( 3-second gust ), km / h
F.5.2 For self-supporting roofs, the compression area shall not be less than the
F.6 Calculate Failure Pressure ( Frangible Roofs )
a
b
c
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d
e
f
g
h
Pf = 1.6P - 0.047th
F.7 Anchored Tanks with Design Pressures up to 18 kPa Gauge
F.7.1 Shell Design Modification
F.7.2 Compression Area
F.7.3 Roof Design
F.7.4 Anchorage
Column 1 Column 2 Column 3
Manhole Dia Bolt Circle Dia Cover Plate Diameter
mm (in.) Db mm (in.) Dc mm (in.)
Bolt Circle Dia 656 (261/4) 720 (283/4)
Db mm (in.) 756 (301/4) 820 (323/4)
Cover Plate D 906 (361/4) 970 (383/4)
Dc mm (in.) 1056 (421/4) 1120 (443/4)
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MPa MPa
FY min FT min 40 90
304 205 515 155 155
304L 170 485 145 132
316 205 515 155 155
316L 170 485 145 131
317 205 515 155 155
317L 205 515 155 155
2
Temp 120
th R2 Wh
0.39 9800.17 37.27
10 248924 947
Rc tc Wc
Type
T
Allowable Stress
Not
Minimum
Yield
Strength
Minimum
Tensile
Strength
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610.24 0.55 11.00
15500 14 279
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Leg 1 Leg 2 Thk
L1 L2 t
mm mm mm
20 x 20 x 2 20 20 2
20 x 20 x 2.5 20 20 2.5
20 x 20 x 3 20 20 3
25 x 25 x 2.5 25 25 2.5
25 x 25 x 3 25 25 3
25 x 25 x 4 25 25 4
30 x 30 x 2.5 30 30 2.5
30 x 30 x 2.7 30 30 2.7
30 x 30 x 3 30 30 3
30 x 30 x 4 30 30 4
30 x 30 x 5 30 30 5
35 x 35 x 2.5 35 35 2.5
35 x 35 x 3 35 35 3
35 x 35 x 3.2 35 35 3.2
35 x 35 x 3.5 35 35 3.2
35 x 35 x 4 35 35 4
35 x 35 x 5 35 35 5
37 x 37 x 3.3 37 37 3.3
40 x 40 x 3 40 40 3
40 x 40 x 4 40 40 4
40 x 40 x 5 40 40 5
40 x 40 x 6 40 40 6
45 x 45 x 3 45 45 3
45 x 45 x 4 4 4 4
45 x 45 x 4.5 4.5 4.5 4.5
45 x 45 x 5 5 5 5
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45 x 45 x 6 6 6 6
50 x 50 x 3 50 50 3
50 x 50 x 4 50 50 4
50 x 50 x 4.5 50 50 4.5
50 x 50 x 5 50 50 5
50 x 50 x 6 50 50 6
50 x 50 x 7 50 50 7
50 x 50 x 8 50 50 8
60 x 60 x 4 60 60 4
60 x 60 x 4.5 60 60 4.5
60 x 60 x 5 60 60 5
60 x 60 x 5.5 60 60 5.5
60 x 60 x 6 60 60 6
60 x 60 x 8 60 60 8
60 x 60 x 10 60 60 10
70 x 70 x 5 70 70 5
70 x 70 x 5.5 70 70 5.5
70 x 70 x 6 70 70 6
70 x 70 x 6.5 70 70 6.5
70 x 70 x 7 70 70 7
70 x 70 x 9 70 70 9
80 x 80 x 5.5 80 80 5.5
80 x 80 x 6 80 80 6
80 x 80 x 7 80 80 7
80 x 80 x 7.5 80 80 7.5
80 x 80 x 8 80 80 8
80 x 80 x 10 80 80 10
90 x 90 x 6.5 90 90 6.5
90 x 90 x 7 90 90 7
90 x 90 x 8 90 90 8
90 x 90 x 8.5 90 90 8.5
90 x 90 x 9 90 90 9
6.5 100 100 6.5
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100 x 100 x 7 100 100 7
100 x 100 x 8 100 100 8
100 x 100 x 9 100 100 9
10 100 100 10
12 100 100 12
120 x 120 x 8 120 120 8
10 120 120 10
11 120 120 11
12 120 120 12
14 120 120 14
15 120 120 15
10 150 150 10
12 150 150 12
12.5 150 150 12.5
14 150 150 14
15 150 150 15
18 150 150 18
18 180 180 18
16 200 200 16
18 200 200 18
20 200 200 20
24 200 200 24
25 200 200 25
26 200 200 26
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framing supported b the shell or roof F.2 through F.6.
Internal Pressure
Pressure Force
ordance with F.1.2 Wt. of roof plates
s sections of this appendix. Wt. of shell, roof and attache
ad its design details established
of Pmax in F.4.2)
10.89 kPa
e F-2, mm2
776.47 mm2
-shell junction, degrees 14 degrees
0.249 -
4.506 m
5 mm
hall not exceed the value calculated
-0.66 kPa
s) supported by the shell and roof, N 14769.83 N
4.506 m
5.00 mm
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42734.81 N-m
he design presure permitted by F.4.1 and F.4.2
er to provide a safe margin between the maximum
r limitation on the maximum design pressure for
-1.03 kPa
ngle or the design liquid level, and the design
er level and held for 15 minutes. The air pressure
s above the liquid level shall be checked for leaks
nts shall be tested during or after this test.
340.55 mm2
188.94 mm2
n, mm2
4.506 mm
5.00 kPa
5 mm Corroded
138 km / h
14 Degrees
cross-sectional area calculated in 3.10.5 and 3.10.6
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-1.29 kPa
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150 200 260 Ambient
140 128 121 186 Table S-2 --- Allowable Stress for T
119 109 101 155
145 133 123 186
117 107 99 155
145 133 123 186
145 133 123 186
C
t L Wh + L + ts A
3.74 59.84 97.11 363.21 947
95 1520 2467 234330.80
ts
Hydrostatic
Test Stress
(St)
MPamperature Range
pr Maximum Design Temperature
Exceeding (Sd), MPa
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3.74 41.16
95 26552.46
Sum 404.37
260883.2534
Wt./m 2047.933539
Wt. 199446.9618
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20L2 1 #REF! #REF! #REF!
20L2.5 2 #REF! #REF! #REF!
20L3 3 #REF! #REF! #REF!
25L2.5 4 #REF! #REF! #REF!
25lL3 5 #REF! #REF! #REF!
25L4 6 #REF! #REF! #REF!
30L2.5 7 #REF! #REF! #REF!
30L2.7 8 #REF! #REF! #REF!
30L3 9 #REF! #REF! #REF!
30L4 10 #REF! #REF! #REF!
30L4 11 #REF! #REF! #REF!
35L2.5 12 #REF! #REF! #REF!
35L3 13 #REF! #REF! #REF!
35L3.2 14 #REF! #REF! #REF!
35L3.5 15 #REF! #REF! #REF!
35L4 16 #REF! #REF! #REF!
35L5 17 #REF! #REF! #REF!
37L3.3 18 #REF! #REF! #REF!
40L3 19 #REF! #REF! #REF!
40L4 20 #REF! #REF! #REF!
40L5 21 #REF! #REF! #REF!
40L6 22 #REF! #REF! #REF!
45L3 23 #REF! #REF! #REF!
45L4 24 #REF! #REF! #REF!
45L4.5 25 #REF! #REF! #REF!
45L5 26 #REF! #REF! #REF!
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45L6 27 #REF! #REF! #REF!
50L3 28 #REF! #REF! #REF!
50L4 29 #REF! #REF! #REF!
50L4.5 30 #REF! #REF! #REF!
50L5 31 #REF! #REF! #REF!
50L6 32 #REF! #REF! #REF!
50L7 33 #REF! #REF! #REF!
50L8 34 #REF! #REF! #REF!
60L4 35 #REF! #REF! #REF!
60L4.5 36 #REF! #REF! #REF!
60L5 37 #REF! #REF! #REF!
60L5.5 38 #REF! #REF! #REF!
60L6 39 #REF! #REF! #REF!
60L8 40 #REF! #REF! #REF!
60L10 41 #REF! #REF! #REF!
70L5 42 #REF! #REF! #REF!
70L5.5 43 #REF! #REF! #REF!
70L6 44 #REF! #REF! #REF!
70L6.5 45 #REF! #REF! #REF!
70L7 46 #REF! #REF! #REF!
70L9 47 #REF! #REF! #REF!
80L5.5 48 #REF! #REF! #REF!
80L6 49 #REF! #REF! #REF!
80L7 50 #REF! #REF! #REF!
80L7.5 51 #REF! #REF! #REF!
80L8 52 #REF! #REF! #REF!
80L10 53 #REF! #REF! #REF!
90L6.5 54 #REF! #REF! #REF!
90L7 55 #REF! #REF! #REF!
90L8 56 #REF! #REF! #REF!
90L8.5 57 #REF! #REF! #REF!
90L9 58 #REF! #REF! #REF!
10L6.5 59 #REF! #REF! #REF!
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100L7 60 #REF! #REF! #REF!
100L8 61 #REF! #REF! #REF!
100L9 62 #REF! #REF! #REF!
100L10 63 #REF! #REF! #REF!
100L12 64 #REF! #REF! #REF!
120L8 65 #REF! #REF! #REF!
120L10 66 #REF! #REF! #REF!
120L11 67 #REF! #REF! #REF!
120L12 68 #REF! #REF! #REF!
120L14 69 #REF! #REF! #REF!
120L15 70 #REF! #REF! #REF!
150L10 71 #REF! #REF! #REF!
150L12 72 #REF! #REF! #REF!
150L12.5 73 #REF! #REF! #REF!
150L14 74 #REF! #REF! #REF!
150L15 75 #REF! #REF! #REF!
150L18 76 #REF! #REF! #REF!
180L18 77 #REF! #REF! #REF!
200L16 78 #REF! #REF! #REF!
200L18 79 #REF! #REF! #REF!
200L20 80 #REF! #REF! #REF!
200L24 81 #REF! #REF! #REF!
200L25 82 #REF! #REF! #REF!
200L26 83 #REF! #REF! #REF!
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Pi = 5.00 kPa -
PForce = 79.52 kN
Wroof plates = 6.54 kN
d framing WTotal = 36.11 kN
-
-
No
Use API 620
-
Does internal pressure
exceed weight of roof
plates?
Does tank have internalpressure?
Yes
Does internal pressure
exceed 18 kPa?
Yes
Yes
Does internal pressure
exceed the weight of the
shell, roof and attached
framing?
Provide anchors and
conform to F.7.
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A roof is considered frangible if the roof-to-shell jwill fail prior to the shell-to-bottom joint in the eveexcessive internal pressure.
Frangible Roof Conditionsa. The tank shall be 15.25 m (50 ft)diameter or greater.b. The slope of the roof at the top angleattachment does not exceed 2 in 12.c. The roof is attached to the top anglewith a single continuours fillet weld thatdoes not exceed 5 mm (3/16 in.).d. The roof support members shall notattached to the roof plate.e. The roof-to-top angle compression rilimited to details a - e in Figure F-2.f. The top angle may be smaller than th
required by 3.1.5.9.e.g. All members in the region of the roof-shell junction, including insulation ringsconsidered as contributing to the cross-sectional area (A).h. The cross sectional area (A) of the roto-shell junction is less than the limitshown below:A = W / ( 1390 tan Theta )
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nk Shells
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Basic Design
Basic Design
API 650 with Appendix F or
API 620 shall be used
Basic Design plus Appendix F.1 through F.6.
Anchors for pressure not required.
Do not exceed Pmax.
Limit roof/shell compression area per F.5.
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intnt of
e
g
at
to-
of-