D E S I G N
D A T A
R E F E R E N C E
Roof Type
1
Roof-to-Shell Joint Type
2
Fabrication
1
Purpose
Recycle AA Tank
Appendix J applicable.
3 1040 kg/m
Density of Contents
Dc
Specific Gravity of Contents
G
1.04 -
Specific Gravity of Contents (For Appendix A Only)
G'
1.04 7
Material Material Group
CS
Appendix S not applicable.
Group IV
Minimum Yield Strength
FYmin
240 MPa
Minimum Tensile Strength
FTmin
450 MPa
Modulus of Elasticity
E
Maximum Design Temperature
Tmax
o 150.0 C
Minimum Design Temperature
Tmin
N/A C
Allowable Product Design Stress at Design Temperature
Sd
160 MPa
API 650, Sec. 3, Cl. 3.6.2.1 ~ Table 3-2
Allowable Hydrostatic Test Stress at Design Temperature
St
180 MPa
API 650, Sec. 3, Cl. 3.6.2.2 ~ Table 3-2
Internal Pressure
Pi
2 5.00 kN/m ( kPa )
External Pressure
Pe
0.60 kN/m ( kPa )
Smallest of the allowable tensile stresses (Roof, Shell, Ring)
f
400 kN/m ( kPa )
High Liquid Level
H1
6.3 m
Bottom
CA
3.0 mm
Shell
CA
3.0 mm
Roof
CA
3.0 mm
Structure
CA
3.0 mm
Anchor Bolts
CA
3.0 mm
Nozzles, etc.
CA
Roof Slope
2
Roof Angle
θ
Outside Dia.
Do
4.512 m
Inside Dia.
Di
4.500 m
Nominal Dia. ( Inside Dia. + Shell Thk. )
Dn
4.506 m
Total Height
H
6.30 m
Cone Roof Dish Radius
RCone
2.32 m
Dome Roof Dish Radius
RDome
Developed Area
A'
195000 MPa
Appendix F applicable.
2
Appendix V applicable.
2
3.0 mm :
10 14.0 Deg.
OK [ 9.46 deg. <= Theta <= 37 deg. ]
Check for Diameter in case of Appendix J
3.60 m
1
2 16.43 m
1
0.56 m
Fluid Hold Down Weight
T J-1 ≤
0.56
FYstructure
Density
Den.
250 MPa 3 7850 kg/m
Corroded
Uncorroded
Plates
6.33
10.13 kN
Stiffeners
0.00
0.00 kN
Purlins
0.00
0.00 kN
Cone
pDL/2
Plateform
0.00 kN
Frustum
p(D+d)L/2
Insulation
0.00 kN
Dome
pdh
Others ∑
0.375
1022.252 kN
Yield Strength - Structural Parts
ROOF
Appendix M applicable.
o
Roof Height - Above Shell
DL
Table 3-2
Based on 8 mm Roof Plate Thk.
15.00 kN 6.33 0.39
25.13 kN 2
1.53 kN/m ( kPa )
SHELL
Top Angle
0.49
1.01 kN
Course(s)
20.60
41.21 kN
0.00
0.00 kN
Wind Girders Ladder
0.00 kN
Insulation
0.00 kN
Others
0.00 kN
∑
21.10
42.22 kN 2 2.57 kN/m ( kPa )
1.28 ALL
27.43
67.34 kN 2
4.10 kN/m ( kPa )
1.67 Superimposed
Lr
2 1.5 kN/m ( kPa )
Snow Load
S
0 kN/m ( kPa )
External Pressuer
Pe
2 0.60 kN/m ( kPa )
Basic Wind Speed
2
V
138 kph
ROOF
COMB1
DL + Lr + 0.4 x Pe
2
App. R
3.27 kN/m ( kPa )
COMB2
DL + 0.4 x Lr + Pe
App. R
2 2.73 kN/m ( kPa )
COMB3
DL + S + 0.4 x Pe
App. R
2 1.77 kN/m ( kPa )
COMB4
DL + 0.4 x S + Pe
App. R
2 2.13 kN/m ( kPa )
Max(COMB1:COMB4)
App.V
3.27 kN/m ( kPa )
App. V
1.01 kN/m ( kPa )
Pr Ps
2
2
0.77 kN/m ( kPa )
W
App. V
W1
Table 3-21a
36.10 kN
W2
Table 3-21a
42.43 kN
W3
Table 3-21a
57.22 kN
M A T E R I A L
1.01
2
P R O P E R T I E S
FYmin
Factor
FYmin'
FTmin
Factor
Ftmin'
E
Factor
E'
ROOF
240
1.00
240
450
1.00
450
195000
1.00
195000
SHELL
240
1.00
240
450
1.00
450
195000
1.00
195000
BOTTOM
240
1.00
240
450
1.00
450
195000
1.00
195000
STIFF.
250
1.00
250
400
1.00
400
195000
1.00
195000
ANCHOR
250
1.00
250
400
1.00
400
205000
1.00
205000
E F F I C I E N C Y
Notation
Normal
Factor
Modified
JEb
1.00
1.00
1.00
Btm Plate
Desc.
JEc
1.00
1.00
1.00
Comp. Ring
2
JEr
0.70
1.00
0.70
Roof Plate
2
JEs
0.85
1.00
0.85
Shell Plate
3
JEst
0.70
1.00
0.70
Stiff. Splice
A P P L I C A B L E
A P P E N D I C E S
A
1 Optional Design Basis for Small Tanks
E
1 Seismic Design of Storage Tanks
F
1 Design of Tanks for Small Internal Pressures
J
2 Shop-Assembled Storage Tanks
M
1 Requirements for Tanks Operating at Elevated Temperatures
R
1 Load Combinations
S
2 Austenitic Stainless Steel Storage Tanks
V
1 Design of Storage Tanks for External Pressure
1.11
[Condition not satisfied stiffeners not required.]
PART
J O I N T
≤
Course #
S H E L L Width
Press. Head
HL1'
m
m
m
3.6.1.2
td
tt
Max( td,t t )
D E S I G N
tsmin
tsmin
tsmin
tsmin
*tused
Sdmax
Stmax
mm
MPa
MPa
mm
mm
mm
mm
mm
mm
mm
3.6.3.2
3.6.3.2
3.6.3.2
3.6.1.1
A.4.1
J.3.3
V.8.1.3
W tr m 3.9.7.2 & V.8.1.4
1
1.950
0.51
6.81
3.93
0.80
3.93
5
4.47
0.00
2.89
6
49.83
23.96
1.950
2
1.950
0.51
4.86
3.65
0.56
3.65
5
4.03
0.00
2.89
6
34.90
16.78
1.950
3
0.450
0.51
2.91
3.37
0.32
3.37
5
3.59
0.00
2.89
6
19.98
9.60
0.450
4
1.950
0.51
2.46
3.31
0.26
3.31
5
3.49
0.00
2.89
6
16.53
7.95
1.950
5
0.000
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.000
6
0.000
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.000
7
0.000
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.000
8
0.000
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.000
9
0.000
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.000
10
0.000
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.000
11
0.000
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.000
12
0.000
0.00
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.000
ts1 (mm)
=
6
6.300
6.300
S H E L L
Course #
W E I G H T
Width 3.6.1.2
Shell Wt. (Uncorroded)
S U M M A R Y
Shell Wt. (Corroded)
Thk. - CA
m
kN
kg
mm
kN
kg
1
1.950
12.75
1300.16
3.0
6.38
650.08
2
1.950
12.75
1300.16
3.0
6.38
650.08
3
0.450
2.94
300.04
3.0
1.47
150.02
4
1.950
12.75
1300.16
3.0
6.38
650.08
5
0.000
0.00
0.00
0.0
0.00
0.00
6
0.000
0.00
0.00
0.0
0.00
0.00
7
0.000
0.00
0.00
0.0
0.00
0.00
8
0.000
0.00
0.00
0.0
0.00
0.00
9
0.000
0.00
0.00
0.0
0.00
0.00
10
0.000
0.00
0.00
0.0
0.00
0.00
11
0.000
0.00
0.00
0.0
0.00
0.00
12
0.000
0.00
0.00
0.0
0.00
0.00
6.300
41.21
4200.51
20.60
2100.26
A N N U L A R
Use Annular Plate?
B O T T O M
P L A T E
D E S I G N
1
Lap welded bottom plates may be used in lieu of butt-welded annular bottom plates. (Group IV, IVA, V, or VI Only) W min
W Calc.
Use mm
mm
mm
3.5.2
3.5.2
600
840
840
tabp-min
tabp-min
CA mm
mm
mm
[3.5.3] T3-1
J.3.2.1
6
-
tabp-req'd
Use
Lap
Projection
mm
mm
mm
mm
10
50
50
3.4.2 3.0
9.0
B O T T O M
P L A T E
tbmin
tbmin
CA
tb-req'd
Use
mm
mm
mm
mm
mm
3.4.1
J.3.2.1
6
6
R O O F
3.4.1 3.0
Annular Plt. Wt.
mm 3.4.2
10
50
D E S I G N
tmin
tApp v
tselec'd + CA
tfurn'd
Cone
12.5
4.73
4.83
7.83
8
Dome
-
-
-
-
0
Shell Plt. Wt.
S U M M A R Y
Top Wind Girder
Inter. Wind Girder(s)
kgs
kN
kgs
kN
kgs
kN
kgs
kN
kg
kN
kg
831.34
4.65
474.28
41.21
4200.51
1.01
102.95
10.5
1066.5
65.49
6675.6
5.71
581.94
3.26
331.99
20.60
2100.26
0.50
50.47
6.5
666.6
36.60
3064.7
G I R D E R
kgs
Total Weight
kN
W I N D
kN
Roof Weight
8.16
ANGLE
D E S I G N
Hz. Leg
Vt. Leg
Thk
a-t
b-t
NA Dist.
NA Dist.
Area
MOI
Section Modulus
Weight
Surafce Area
mm
mm
mm
mm
mm
mm
mm
mm 2
mm 4
mm 3
Kg/m
m 2/m
Uncorroded
49
80
80
6
74
74
57.78
22.22
924
573091
9919
7.26
0.33
Corroded
3
77
77
3
74.0
74
56.63
20.37
453
269278
4755
3.56
0.31
Status
R O O F - T O - S H E L L
d
Projection
tmax
T O P
Detail
9.0
P L A T E
W E I G H T Bottom Plt. Wt.
D E S I G N
Zmin
Zfurn'd
cm3
cm3
3.97
4.75
J O I N T
D E S I G N
[ C H A P T E R 3
]
tb
th - CA
tc/ts
Rc
R2
W h/Comp.
Wc
Areq'd min
Areq'd F- 2
Aroof
Aattach't
Ashell
Afurn'd
mm
mm
mm
mm
m
mm
mm
mm 2
mm 2
mm 2
mm 2
mm 2
mm 2
-
5
3.0
2250
9300.52
64.69
49.30
288.66
340.55
323.47
453.00
0.00
776.47
OK
R O O F - T O - S H E L L
&
B O T T O M - T O - S H E L L [ A P P E N D I X
J O I N T
D E S I G N
V ]
tb
th
tc/ts
Xcone/dome
Xshell
Areq'd V.7.2.2
Aroof
Astiff
Ashell
Afurn'd
mm
mm
mm
mm
mm
mm 2
mm 2
mm 2
mm 2
mm 2
Detail
Status
a
-
5
3.0
163.57
69.67
83.18
817.86
453.00
209.02
1479.88
OK
b
-
5
3.0
163.57
69.67
83.18
817.86
453.00
209.02
1479.88
OK
c
-
5
3.0
163.57
69.67
83.18
817.86
453.00
209.02
1479.88
OK
d
-
5
3.0
163.57
69.67
83.18
817.86
453.00
0.00
1270.86
OK
e
-
5
3.0
163.57
69.67
83.18
817.86
453.00
0.00
1270.86
OK
f
-
5
3.0
163.57
69.67
83.18
817.86
453.00
0.00
1270.86
OK
g
-
5
3.0
163.57
69.67
83.18
817.86
906.00
191.02
1914.88
OK
h
10
5
3.0
163.57
69.67
83.18
817.86
1120.00
209.02
2146.88
OK
i
10
5
3.0
163.57
69.67
83.18
-
696.75
209.02
905.77
OK
k
10
5
10
163.57
69.67
83.18
817.86
1600.00
696.75
3114.61
OK
I N T E R M E D I A T E
W I N D
G I R D E R
D E S I G N
Kz
Kzt
Kd
V
I
G
q
Vacuum
Total
-
-
-
mph
-
-
psf
kPa
kPa
kPa
3.9.7.1 a
1.04
1
0.95
117
1
0.85
29
1.47
0.24
1.71
Client Info
1.04
1
0.95
117
1
0.85
29
1.47
0.60
2.07
Htr
Zreq'd
Zfurn'd
Ref
Max. Height of Unstiffened Shell & transformed shell height ts1
D
V
H1
H1 - modified
3
cm
3
Ratio
0.83
Note: Minimum size of angle for use alone or as a component in a built stiffening ring shall be 64 x 64 x and the minimum nominal thickness of plate shall be 6 mm.
mm
m
kph
m
m
m
cm
3.00
4.506
138
29.26
24.17
6.30
N/A
0.0396
≥
0.00675
V.8.1.1
Corroded Thk.
1.01
≤
1.11
V.8.1.2
Corroded Thk.
6
≥
2.89
V.8.1.3
Actual Thk.
N/A
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 Elastic Buckling Criteria Satisfied.
Ps ≤ E / ( 45609 ( HTS / D ) ( D / tsmin )0.5 ) Design external pressure for an unstiffened tank shell satisfied.
tsmin ≥ ( 73.05 ( HTS Ps )
0.4
D
0.6
)/(E)
0.4
Minimum shell thickness required for a specified external pressure satisfied.
2
Ps
HTS
Hsafe
Ns + 1
Ns
Use Ns
Ls
N
kPa
m
m
Nos.
Nos.
Nos.
m
Nos.
1.01
6.30
6.92
0.91
-0.09
-1
#DIV/0!
18.49
2
N < 100 OK
N
Nmin
Nmax
Use N
Nos.
Nos.
Nos.
Nos.
4.30
2
10
5
Intermediate Stiffener Ring Design
STIFF
t
6
10
tshell
Q
2 x wshell
Ireq'd
Ifurn'd
Ashell cont.
Areq'd
Afurn'd
Astiff req'd
Astiff min
Astiff furn'd
Zreq'd
Zfurn'd
mm
N/m
mm
cm 4
cm 4
mm 2
mm 2
mm 2
mm 2
mm 2
mm 2
cm3
cm3
1
6
#DIV/0!
98.54
#DIV/0!
11
295.61
#DIV/0!
755
#DIV/0!
#DIV/0!
459
18.43
29.6
2
6
#DIV/0!
98.54
#DIV/0!
11
295.61
#DIV/0!
755
#DIV/0!
#DIV/0!
459
18.43
29.6
3
6
#DIV/0!
98.54
#DIV/0!
11
295.61
#DIV/0!
755
#DIV/0!
#DIV/0!
459
18.43
29.6
4
6
#DIV/0!
98.54
#DIV/0!
11
295.61
#DIV/0!
755
#DIV/0!
#DIV/0!
459
18.43
29.6
5
6
#DIV/0!
98.54
#DIV/0!
11
295.61
#DIV/0!
755
#DIV/0!
#DIV/0!
459
18.43
29.6
6
6
#DIV/0!
98.54
#DIV/0!
11
295.61
#DIV/0!
755
#DIV/0!
#DIV/0!
459
18.43
29.6
7
0
-
-
-
-
-
-
-
-
-
-
-
-
8
0
-
-
-
-
-
-
-
-
-
-
-
-
9
0
-
-
-
-
-
-
-
-
-
-
-
-
10
0
-
-
-
-
-
-
-
-
-
-
-
-
tshell
Vl
2 x wshell
Ireq'd
Ifurn'd
Ashell cont.
Areq'd
Afurn'd
Astiff req'd
Astiff min
Astiff furn'd
Zreq'd
Zfurn'd
mm
N/m
mm
cm 4
cm 4
mm 2
mm 2
mm 2
mm 2
mm 2
mm 2
cm 3
cm 3
TOP
6
1586.56
98.54
1.16
11
295.61
8.94
755
-741.24
4.47
459
3.97
29.6
BOTT
6
1586.56
98.54
1.16
11
295.61
8.94
755
-1288.73
4.47
459
18.43
29.6
S T R E N G T H
O F
vs
S T I F F E N E R
Vs1
V A C U U M
Do
4512
E
0.70
177.64
A T T A C H M E N T
Vs2
Ww
W E L D
wmin
C O N D I T I O N [ ASME Sec VIII, Div. 1 ]
S
Pe
ρ
tbtm (min)
tfurn'd
tfurn'd - CA
Pbtm kPa [Psi]
PResultant kPa [Psi]
tsn
tsn - CA
tCalc
tfurn'd
144
0.60
7850
4.73
8
5.0
0.3842
-0.24
6
3
2.89
-0.11
0.09
0.28
0.19
0.31
0.20
0.06
-0.03
0.24
0.12
0.11
0.00
20885
-0.09
WIND MOMENT
O V E R T U R N I N G
BWS kph
138
S T A B I L I T Y
Pressure
Proj. Area
Force
Arm
Moment
Sum
kPa
m2
kN
m
kN - m
kN - m
0.45
28.39
12.88
3.15
40.57
0.76
1.27
0.96
2.25
2.17
42.73
FPi
FDL
FF
XPi
XDL
XF
MPi
Mw
MDL
MF
0.6Mw + MPi
MDL / 1.5
kN
kN
kN
m
m
m
kN - m
kN - m
kN - m
kN - m
kN - m
kN - m
kN - m
kN - m
79.52
27.14
227.34
2.25
2.25
2.25
179.16
42.73
61.15
512.19
204.80
40.77
114.40
286.67
Unanchored tanks conditions not satisfied - Anchorage is required.
D E S I G N
T E N S I O N
L O A D
P E R
Mw
d
N
W
tB
kN - m
m
Nos.
kN
kN
42.73
4.724
8
-4.38
5.07
A N C H O R
1.14
Mw + 0.4MPi ( MDL + MF ) / 2
S L I D I N G
R E S I S T A N C E
F - WIND
∑ F - WIND
F - FRIC.
kN
kN
kN
13.86
14.56
BWS
Pressure
Proj. Area
kph
kPa
m
0.454
28.426
12.896
0.760
1.267
0.963
138
2
F - FRIC. > F - WIND --- Tank is stable, anchorage is not required against sliding.
U P L I F T
L O A D S
C A S E S
D
th
Mw
Ms
P
Pt
Pf
W1
W2
W3
Bolts
m [ ft ]
mm [ in. ]
N-m [ ft-lbs ]
N-m [ ft-lbs ]
kPa [in. of water ]
kPa [in. of water ]
kPa [in. of water ]
N [ lbs ]
N [ lbs ]
N [ lbs ]
Nos.
SI
4.506
8
42735
37635
5.00
6.25
0
36097.98
42426.14
57215.62
US
14.78
0.31
31519.86
27758.40
20.09
25.12
0.00
8114.83
9537.40
12862.07
U
Fall - Anchor
Fall - Shell
tb = U / N
lbs
Psi
Psi
lbs
in2
mm 2
[ ( P - th ) 4.08 D ] - W 1
7556.81
15000
20000
944.60
0.06
40.63
[ ( Pt - 8 th ) 4.08 D2 ] - W 2
12036.47
20000
25000
1504.56
0.08
48.53
Units
UPLIFT LOAD CASES
DESIGN PRESSURE TEST PRESSURE FAILURE PRESSURE WIND LOAD SEISMIC LOAD DESIGN PRESSURE + WIND DESIGN PRESSURE + SEISMIC
FORMULAE
2
2
[ ( 1.5 Pf - 8 th ) 4.08 D ] -W 3
8
Abolt - req'd
0.00
36000
34809
0.00
0.00
0.00
[ ( 4 Mw ) / D ] - W 2
-1009.40
28800
25000
126.18
0.00
2.83
[ ( 4 Ms ) / D ] - W 2
-2027.10
28800
25000
253.39
0.01
5.68
[ ( P - 8 th ) 4.08 D ] + [ ( 4 Mw ) / D ] - W 1
16084.81
20000
25000
2010.60
0.10
64.86
[ ( P - 8 th ) 4.08 D2 ] + [ ( 4 Ms ) / D ] - W 1
15067.11
28800
25000
1883.39
0.07
42.19
2
A N C H O R
C H A I R
D E S I G N
Anchor Chair Design NOT Adequate. Tank Outside Dia.
Do
4512 mm
Bolt Circle Dia. ( BCD )
BCD
4912 mm
Basic Wind Speed
BWS
138 kph
85.75 mph
Earthquake (Y = Yes, N = No)
2
Design Load
Pd
kN
kips
Maximum Allowable Anchor-Bolt Load
Pall.
kN
kips
1.5 x Actual bolt Load
Pact.
kN
kips
P
kN
16.08 kips
Top-Plate Width ( along shell )
a
300 mm
11.81 in.
OK
Top-Plate Length ( radial direction )
b
200 mm
7.87 in.
OK OK
Top-Plate Thickness
cused
16 mm
0.630 in.
Anchor-bolt Diameter
d
50.8 mm
2.00 in.
Anchor-bolt Eccentricity
eused
200 mm
7.87 in.
OK
Distance from Outside of Top-Plate to edge of hole
fused
50 mm
1.97 in.
OK
Distance between Vertical Plates
gused
100 mm
3.94 in.
OK
Chair Height
hused
310 mm
12.20 in.
OK
Vertical-Plate Thickness
jused
16 mm
0.63 in.
OK
Bottom or Base Plate Thickness
m
8 mm
0.31 in.
Shell or Column Thickness
t
6 mm
0.236 in.
A N C H O R C H A I R D E S I G N ( A I S I - E - 1 , V O L U M E
C A L C U L A T I O N S II, P A R T V I I )
Top-Plate Width ( along shell )
a
300 mm
Top-Plate Length ( radial direction )
b
200 mm
7.87 in.
cmin
9.17 mm
0.361 in.
cused
16.00 mm
0.630 in. 2.00 in.
Top-Plate Thickness
Anchor-bolt Diameter
11.81 in.
d
50.8 mm
eused
200 mm
7.87 in.
emin
60 mm
2.344 in.
Distance from Outside of Top-Plate to edge of hole
fused
50 mm
1.97 in.
29 mm
1.13 in.
Distance between Vertical Plates
gused
Anchor-bolt Eccentricity
fmin
Chair Height
100
3.94 in.
gmin
76 mm
3.00 in.
hused
310 mm
12.20 in.
hmax
900 mm
35.43 in.
hmin
152.4 mm
6.00 in.
jused
16 mm
0.63 in.
jmin
12.70 mm
0.50 in.
Vertical-Plate Thickness
Vertical-Plate Width ( average width for tapered plates )
k
125 mm
4.92 in.
Column Length
L
mm
in.
Bottom or Base Plate Thickness
m
8 mm
0.31 in.
Load
P
kN
16.08 kips
Least Radius of Gyration
r
mm
in.
Nominal Shell Radius
R
2256 mm
177.6 in.
kPa
42.96 ksi
Stress at Point
Sinduced
Stress at Point
Sallowable
kPa
25.00 ksi
Shell or Column Thickness
t
6 mm
0.236 in.
Cone Angle ( measured from axis of cone )
θ
deg.
Reduction for Factor
Z
Check to limit slenderness upto 86.6
deg. -
wmin
-
0.847
jK
Weld Size
NOT OK
3.100 6 mm
OK
0.236 in.
Vertical Load
WV
0.444 kips / lin in. of weld length
Horizontal Load
WH
0.520 kips / lin in. of weld length
Total Load on Weld
W
0.684 kips / lin in. of weld length
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. Gusset Plate - Shell Weld
1
8.347 kips
NOT OK
Top Plate
1
5.385 kips
NOT OK
P R O B L E M
S T A T I S T I C S
LIVE LOAD TRANSFERRED TO FOUNDATION Live Load on roof
Lr
1.5
KN/m 2
Area of Roof
Ar
16.4
m2
Total Live Load
WL
24.7
KN
Circumference of Tank
C
14.2
m
Live Load transferred to Foundation
wL
1.74
KN/m
DEAD LOAD TRANSFERRED TO FOUNDATION Self Weight of Roof
Wr
25.1
KN
Self Weight of Bottom Plate
Wb
12.8
KN
Self Weight of Shell
Ws
41.2
KN
1.0
KN
Self Weight of shell & Attachmnets
Wa
Total Dead Load acting on shell
WD
67.3
KN
Dead Load Transferred to Foundation
wD
4.75
KN/m
OPERATING & HYDROSTATIC TEST LOADS Self Weight of Tank
W
80.1
KN
Weight of Fluid in Tank at Operating Conditions
Wf
1022.3
KN
Weight of Water in Tank at Hydrotest Conditions
Ww
982.9
KN
Uniform Load Operating Condition
Wo
69.1
KN/m
Uniform Load Hydrotest Condition
Wh
66.7
KN/m 2
2
WIND LOAD TRANSFERRED TO FOUNDATION Base Shear due to wind load
Fw
13.6
KN
Reaction due to wind load
Rw
3.0
KN/m
Moment due to wind load
Mw
42.7
KN-m
SUMMARY OF FOUNDATION LOADING DATA Dead load, shell, roof & ext. structure loads
DL
4.75
KN/m
Live Load
LL
1.74
KN/m
Uniform load, operating condition
Wo
69.13
KN/m 2
Uniform load, hydrotest load
Wh
66.66
KN/m
Base shear due to wind
Fw
13.57
KN
Reaction due to wind
Rw
3.01
KN/m
Moment due to wind load
Mw
42.73
KN-m
Consider 15-20 % variation in weight while designing the foundation.
C E N T R E
O F
G R A V I T Y
EMPTY CONDITION Base Plate Thickness
h1
Height of Shell
h2
0.008 m 6.70 m
Height of Roof
h3
0.610 m
a1 = h1 / 2
a1
0.0040 m
a2 = h2 / 2 +h1
a2
3.36 m
a3 = h3 / 3 + h1 + h2
a3
6.91 m
Weight of Bottom Plate
w1
1583 kg
Weight of Shell
w2
5522 kg
Weight of Roof
w3
1970 kg
Total Empty Weight of Tank
WE
9075 kg
C.O.G. in Empty Condition
C.O.G.
3.544 m
FULL OF WATER CONDITION Weight of Water
100197 kg
Weight of Shell + Weight of Water Weight of Tank (Full of Water) C.O.G. in Full of Water Condition
W6
105719 kg
WF
109272 kg
C.O.G.
3.388 m
FULL OF WATER CONDITION Design Liquid Level
a4
6.30 m
a4 = (Liquid Level / 2) + h1
WL
3.16 m
Weight of Liquid
w4
104762 kg
Weight of Liquid + Contributing Weight of Shell Weight of Shell Without Liquid
109954 kg a5
Height of Remaining Shell Center From Base Operating Weight C.O.G in Operating Condition
329.67 kg 7.11 m
WO
113837 Kg
C.O.G.
3.191 m
2
S E I S M I C
D E S I G N
[A P P E N D I X
E]
Aspact Ratio
D/H
0.72
Inverse Aspact Ratio
H/D
1.40
Seismic Use Group
SUG
Importance Factor
I
Site Class
2 1.25
SC
1
Anchorage Condition
2
Vertical Acceleration
1
MCE Ground Motion Definitions
So = 0.4Ss
0.112
SP
0
Ss = 2.5SP
0
Ss
0.28
S1 = 1.25SP
0
S1
1.40
2.4
So
0.112
0.760
SP
0
SDS
0
Ss = 1.5Fa S1 = 0.6Fv/T
Fa
1.6
Fv
2.4
Q
S T R U C T U R A L ImpulsIve
Natural
P E R I O D PerIod
&
O F
1
V I B R A T I O N S
ConvectIve
(SloshIng)
PerIod
Ci
H
tu
D
p
E
Ti
Ks
Tc
T
-
m
mm
m
kg / m 3
Mpa
seconds
-
seconds
seconds
6.4
6.30
6
4.51
1040
195000
1.80
0.58
2.21
1.89
S P E C T R A L
A C C E L E R A T I O N
ImpulsIve SDS
Spectral I
Acc.
P A R A M E T E R
Parameter
So
SP
Fa
Rwi
%g
%g
%g
-
-
-
0.112
0
0.30
1.25
1.6
4
Q
Ai
0.67
0.09 0.09
Ai ConvectIve
Spectral
Acc.
0.09338
Parameter
S1
Ss
So
SD1
SP
K
I
Fa
Fv
Tc
Ts
TL
Rwc
%g
%g
%g
%g
%g
-
-
-
-
seconds
seconds
seconds
-
-
1.40
0.28
0.112
0
0
1.5
1.25
1.6
2.4
2.21
7.50
4
2
0.67
TC < TL Ac = KSD1 ( I / Tc ) ( I / Rwc )
Ac
N/A
Ac = 2.5 Q Fa So ( Ts / Tc ) ( I / Rwc )
Ac
0.63421
Q
TC > TL Ac = KSD1 ( TL / Tc2 ) ( I / Rwc )
Ac
N/A
2
Ac
1.14864
Ac = 2.5 Q Fa So ( ( Ts TL / Tc ) ( I / Rwc )
Ac
0.08596
< Ai
0.0934
Satisfied
SEISMIC DESIGN FACTORS DESIGN FORCES
Equivalent lateral seismic design force
F = A . Weff
lateral acceleration coefficient
A ( %g )
Effective Weight contributing to seismic response
Weff
D E S I G N ImpulsIve
Natural
PerIod
&
L O A D S ConvectIve
(SloshIng)
PerIod
Ws
Wr
Wf
Wi
Wc
WP
Ai
Ac
Vi
Vc
V
N
N
N
N
N
N
%g
%g
N
N
N
89100
18950
15530
1383984
269710
1639640
0.0934
0.0860
140776
23184
142673
Mrw
E F F E C T I V E Effective D
ImpulsIve H
W E I G H T Weight
&
D/H
WP
O F
EffectIve
P R O D U C T Convective
Wi
Wc
m
m
-
N
N
N
4.51
6.30
0.72
1639640
1383984
269710
V E R T I C A L
SDS
0.299
S E I S M I C
E F F E C T S
Av
Wi
Wc
Weff
%g
N
N
N
N
0.04183424
1383984
269710
1410020
58987
O V E R T U R N I N G RIngwall
Weight
Fv
M O M E N T
Moment
Ai
Wi
Xi
Ws
Xs
Wr
Xr
Ac
Wc
Xc
-
N
m
N
m
N
m
-
N
m
N-m
0.09338
1383984.21
2.73
89100
3.15
18950
0.2384
0.08596
269709.748
5.85
402509
Slab
Moment
Ai
Wi
Xis
Ws
Xs
Wr
Xr
Ac
Wc
Xcs
Ms
-
N
m
N
m
N
m
-
N
m
N-m
0.0934
1383984.21
5.85
89100.00
3.15
18950.00
0.2384
0.0860
269710
6.12
795890
A N C H O R A G E ResIstance
to
the
desIgn
overturnIng
moment
at
the
base
of
shell
ta
S
Av
Mrw
Ws
Wss
Wr
Wrs
Wt
Wa
Ge
mm
N
%g
N-m
N
N/m
N
N/m
N/m
N/m
-
7.0
0
0.04183424
402509
55322
3908
18953
1339
5247
27250
1.023
27250
≤
37
Tank is self Anchored.
J
0.61
A N N U L A R ResIstance
to
the
P L A T E
desIgn
R E Q U I R E M E N T S
overturnIng
moment
at
the
base
of
shell
Thickness of the tank floor plate provided under the shell may be greater than or equal to the thickness of the general tank floor plate ( i.e., ta > tb ) with the following restrictions:
less Corrosion Allowance
ts - CA
3.00 mm
a
[Not Satisfied.]
Actual Thk. Btm Plt.
tb
7.00 mm
b
[Not Satisfied.]
Tank Self Anchored? a ) The resisting force is adequate for tank stability ( i.e. the anchorage ratio, J > 1.54 )
[Satisfied]
b ) The maximum width of annulus for determining the resisting force is 3.5% of the tank diameter.
L = 158 mm
c ) The shell compression satisfies E.6.2.2
[Not Satisfied]
d ) The req'd annular plate thickness does not exceed the thickness of the btm shell course.
[Not Satisfied]
e ) Piping flexibility requirements are satisfied.
See API 650 Sec. E.7.3
Shell Compression in Self-Anchored Tanks Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J < 0.785, σ c 2
σc = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D ) ) ( 1 / ( 1000 ts ) ) Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J > 0.785, σc σc = ( ( ( 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 -
σc
10.190 MPa
J < 0.785
Long. Shell Comp. Stress = 10.19 MPa
J > 0.785
Long. Shell Comp. Stress = 10.78 MPa
Shell Compression in Mechanically-Anchored Tanks Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J < 0.785, σ c σc = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2 ) ) ( 1 / ( 1000 ts ) )
wt
5247 N/m
Av
0.0418 %g
Mrw
402509 N-m
D
4.506 m
ts
3.00 mm
σc
10.190 MPa
Allowable Longitudinal Membrane Compression Stress in Tank Shell
G
1.04 -
H
6.30 m
D
4.506 m
ts
3.00 mm
G H D2 / t2
Thickness of the shell ring under consideration, mm.
14.78
Fc
Allowable longitudinal shell membrane compression stress, MPa.
8.17 MPa
G H D2 / t2 ≥ 44
Fc = 55.26 MPa
Fc = 83 ts / D
G H D2 / t2 < 44
Fc = 8.17 MPa
Fc = 83 ts / ( ( 2.5 D ) + 7.5 SQRT ( G H ) )
G H < 0.5 Fty
28.39
120
Satisfied
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 )
Ai
G
Ni
4.51
6.30
0.72
0.6194
0.5507
6.30
1.000
0.500
0.0934
1.04
6.44
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
D/H
0.72
Use '2 & 3' Y
6.70
When D / H is less than 1.333 and Y is greater than or equal to 0.75 D Ni = 2.6 Ai G D
2
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
0.00
0.00
6.70
3.68 ( H - Y ) / D3.68 ( H / D )
#DIV/0!
#DIV/0!
COSH 4
COSH 5
Ac
G
Nc
#DIV/0!
#DIV/0!
0.0860
0.00
#DIV/0!
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.
σT = σh ± σs = ( Nh ± SQRT ( Ni2 + Nc2 ) ) / t
When vertical acceleration not specified
σh
σs
Ni
Nc
t
σT
σT = σh ± σs = ( Nh ± ( SQRT ( Ni2 + Nc2 + ( Ac Nh )2 ) ) ) / t
When vertical acceleration specified
σh
Nh
σs
Nh
Ni
Nc
Av
t
σT
1
6.41 N/mm
2&3
5.13 N/mm
1, 2 & 3
5.13 N/mm
Use Ni =
5.13
N/mm
Use Nc =
0.04
N/mm
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
Height from bottom of the shell to CG
Xs
240.00 MPa 3.15 m
Height from top of shell to the roof and roof appurtenances Xr CG Seismic Use Group
SUG
Importance Factor
I
Site Class
SC
0.167 m II 1.25 D
Anchorage Condition
Mechanically Anchored
Vertical Acceleration
Consider
MCE Ground Motion Definitions SP
0
Ss
0.28
S1
1.4
So
0.112
So = 0.4Ss
0.112
SP
Ss = 2.5SP
0
SDS
S1 = 1.25SP
0
Fa
1.6
Fv
2.4
Ss = 1.5Fa S1 = 0.6Fv/T
2.4 0.760
Structural Period of Vibration
Impulsive Natural Period
Ci =
6.4 -
H=
6.30 m
tu =
6 mm
D=
4.51 m 3 1040 kg/m
p= E=
195000 Mpa
Ti =
1.80 seconds
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
Convective (Sloshing) Period
Impulsive spectral acceleration parameter, Ai Probabilistic or Mapped Design Method (Approach 1)
SDS = 2.5 Q Fa So ( E-4 )
So =
0.112 %g
N/A SP =
0 %g
N/A SDS =
0.45 %g 1.25 -
I= 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 D Ai ≥ 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
Ai
0.14000
Concevtice spectral acceleration parameter, Ac Probabilistic or Mapped Design Method (Approach 1)
So = SP
S1 =
0.14 %g
Ss =
0.28 %g
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 -
Ac = KSD1 ( I / Tc ) ( I / Rwc )
Ac
N/A
Ac = 2.5 Q Fa So ( Ts / Tc ) ( I / Rwc )
Ac
0.09508
Ac = KSD1 ( TL / Tc2 ) ( I / Rwc )
Ac
N/A
2
Ac
0.17221
TC < TL
TC > TL
Ac = 2.5 Q Fa So ( ( Ts TL / Tc ) ( I / Rwc )
Ac
SEISMIC DESIGN FACTORS
0.08596
< Ai
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
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 ) WP Wc
269710 N
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 -
Use Wc =
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 )
6.3
1.4
5.1
( 3.67 ( H / D ) - 1 ) COSH 4
4.1
31.1
SINH 3
Xc
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
D/H
0.6 ( D / H )
Xis
When D / H less than 1.333 Xis = ( 0.5 + 0.6 ( D / H ) ) H D
H
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 =
Fv = ± Av Weff
0.448
Av =
0.06272 %g
Wi =
1383984 N
Wc =
269710 N
Weff = Fv =
1410020 N 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
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 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.
σT = σh ± σs = ( Nh ± SQRT ( Ni2 + Nc2 ) ) / t
When vertical acceleration not specified
σh
σs
OVERTURNING MOMENT
Ni
Nc
σT = σh ± σs = ( Nh ± ( SQRT ( Ni2 + Nc2 + ( Ac Nh )2 ) ) ) / t
When vertical acceleration specified
σh
Nh
σs
Nh
Ni
Nc
Mrw = SQRT ( ( Ai ( Wi Xi + Ws Xs + Wr Xr ) )2 + ( Ac ( Wc Xc ) )2
RINGWALL MOMENT
Ai Wi Xi Ws
0.14 1383984.208 2.83 89100
Xs
3.15
Wr
18950
Xr
0.167
Ac
0.08596
Wc Xc
Mrw
269709.7481 6.1
604837 N-m
SLAB MOMENT
Ms = SQRT ( ( Ai ( Wi Xis + Ws Xs + Wr Xr ) )2 + ( Ac ( Wc Xcs ) )
Ai
Anchorage
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
[Resistance to the design overturning (ringwall) moment at the base of the shell]
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)
Anchorage Ratio, J
ta
7.00 mm
S
0N
Av
0.06272 %g
Mrw
604837 N-m
Ws 2
J = Mrw / ( D ( W t ( 1 - 0.4 Av ) )+ W a )
Wss Wr
W t = ( ( W s / PI() D ) + W rs )
Wa = 99 ta SQRT ( Fy H Ge ) ≤ 1.28 H D Ge 27134
≤
37
55322 N 3908 N/m 18953 N
Wrs
1339 N/m
Wt
5247 N/m
Wa
27134 N/m
Ge
1.014 -
J
Annular Plate Requirements
0.92
Tank is self Anchored.
Thickness of the tank floor plate provided under the shell may be greater than or equal to the thickness of the general tank floor plate ( i.e., ta > tb ) with the following restrictions:
ts - CA Actual Thk. Btm Plt.
3.00 mm tb
7.00 mm
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, J < 0.785, σ c σc = ( 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, J > 0.785, σc σc = ( ( ( wt (1 + 0.4 Av ) + wa ) / ( 0.607 -0.18667 J2.3 ) ) - wa ) ( 1 / ( 1000 ts ) )
wt
5247 N/m
Av
0.06272 %g
Mrw
604837 N-m
D ts wa J σc
4.506 m 3.00 mm 27134 N/m 0.92 14.960 MPa
Shell Compression in Mechanically-Anchored Tanks
Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J < 0.785
σc = ( 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 ts σc
4.506 m 3.00 mm 14.433 MPa
Allowable Longitudinal Membrane Compression Stress in Tank Shell
G
1.04
H
6.30
D
4.506
ts
G H D2 / t2
Fc
3.00 Corroded
14.78
8.17 MPa
Self Anchored
Consider
Mechanically Anchored
Do not consider
Where the site properties are not known in sufficient detail to determine the site class, Site Class unless the authority having jurisdiction determines that Site Class E or F should apply at the site. Corroded Corroded Seismic Use Group I
Not assigned to SUG II and III
II
Hazardous substance, public exposure, direct service to major facilities
III
Post earthquake recovery, life and health of public, hazardous substance
Note: Seismic Use Group (SUG) for the tank shall be specified by the purchaser. If it is not specified, the tank shall be assigned to SUG I
Importance Factor
Site Class
SUG
I
A
Hard rock
I
1
B
Rock
II
1.25
C
Very dense soil
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
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, seconds
So =
Mapped, maximum considered earthquake, 5-percent-damped, spectral response acceleration pa
SP =
Design level peak ground acceleration parameter for sites not addressed by ASCE methods.
SDS =
The design, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0
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 design methods.
Q=
Scaling factor from the MCE to the design level spectral acceleration. Q = 2 / 3 for ASCE 7 and Q
S1 =
Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one s
Ss =
Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at short periods ( T
So =
Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one s
SD1 =
The design, 5-percent-damped, spectral response acceleration parameter at one second based o
SP =
0.1400
K=
Coefficient to adjust the spectral acceleration from 5% to 0.5% damping = 1.5 UOS.
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, seconds.
Ts =
( Fv . S1 ) / ( Fa . Ss )
TL =
Regional-dependent transition period for longer period ground motion, seconds. For ASCE 7 Map
Rwc =
Force reduction coefficient for the convective mode using allowable stress design methods.
Q=
Scaling factor from the MCE to the design level spectral acceleration. Q = 2 / 3 for ASCE 7 and Q
Satisfied
Ws
Total weight of tank shell and appurtenances, N.
Wr
Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10%
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 the product, N.
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 tank and contents, N.
Vc
Design base shear due to the convective component of the effective sloshing wieght, N.
V
Total design base shear, N.
1383984
N
269710
N
2.83
m
6.10
m
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 Fa So
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
Use '2 & 3' Y
6.70
Ac
G
Nc
0.0860
1.04
0.04
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
he combined hoop
y combined with the
2 i
+ Nc 2 ) ) / t
t
σT
Ni2 + Nc2 + ( Ac Nh )2 ) ) ) / t
Av
t
Ws Xs + Wr Xr ) )2 + ( Ac ( Wc Xc ) )2 )
σT
σh
Product hydrostatic hoop stress in the shell, MPa.
σs
Hoop stress in the shell due to impulsive and convective force of the
σT
Total combined hoop stress in te shell, MPa.
Nh
Product hydrostatice membrane force, N/mm.
Ni
Impulsive hoop membrane force in tank wall, N/mm.
Nc
Convective hoop membrane force in tank wall, N/mm.
t
Thickness of the shell ring under consideration, mm.
Av
Vertical earthquake acceleration coefficient, %g.
s Xs + Wr Xr ) )2 + ( Ac ( Wc Xcs ) )2 )
the thickness of the general
ta
Thickness of the bottom plate under the shell extending at least the distance, L, from the inside of
S
Design snow load, N.
Av
Vertical earthquake acceleration coefficient, %g.
Mrw
Ringwall moment - Portion of the total overturning moment that acts at the base of the tank shell p
Ws
Total weight of tank shell and appurtenances, N. (Shell + Btm Plt + Curb Angle + Rings )
Wss
Total weight of tank shell and appurtenances per unit length of shell circumference, N/mm.
Wr
Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10%
Wrs
Roof load acting on the shell, including 10% of the specified snow load, N/m.
Wt
Tank and roof weight acting at base of shell, N/m.
Wa
Resisting force of tank contents per unit length of shell circumference that may be used to resist t
Ge
Effective specific gravity including vertical seismic effects = G ( 1.0 - 0.4 Av )
J < 0.785
No calculated uplift under the design seismic overturning moment. The tank is self
0.785 < J < 1.54 Tank is uplifting, but the tak is stable for the design load providing the shell compre J >1.54
Tank is not stable and cannot be self-anchored for the design load. Modify the ann
a ) The thickness, ta, used to calculate wa in Equ E-23 shall not exceed the first shell course thick
b ) Nor shall the thickness, ta, used in Equ E-23 exceed the actual thickness of the plate under th
c ) when the bottom plate under the shell is thicker than the remainder of the tank bottom (i.e. ta > thicker annular plate inside the tank wall, Ls, shall be equal to or greater than L:
[Satisfied] L = 158 mm [Not Satisfiend] [Not Satisfied] See API 650 Sec. E.7.3
ulated uplift, J < 0.785, σc
ulated uplift, J > 0.785, σc
here is no calculated uplift, J < 0.785, σ c
J < 0.785
Long. Shell Comp. Stress = 14.43 MPa
J > 0.785
Long. Shell Comp. Stress = 14.96 MPa
Thickness of the shell ring under consideration, mm.
corroded
Allowable longitudinal shell membrane compression stress, MPa.
G H D2 / t2 ≥ 44
Fc = 55.26 MPa Fc = 83 ts / D
G H D2 / t2 < 44
Fc = 8.17 MPaFc = 83 ts / ( ( 2.5 D ) + 7.5 SQRT ( G H ) )
G H < 0.5 Fty
28.3878
120 Satisfied
determine the site class, Site Class D shall be assumed
Class E or F should apply at the site.
service to major facilities
ublic, hazardous substance
the purchaser.
ery dense soil
behavior, seconds
ed, spectral response acceleration parameter at a period of one second, %g.
ot addressed by ASCE methods.
on parameter at short periods ( T = 0.2 seconds ) based on ASCE 7 methods, %g.
e stress design methods.
eleration. Q = 2 / 3 for ASCE 7 and Q = 1 UOS.
ration parameter at a period of one second, %g.
ration parameter at short periods ( T = 0.2 seconds ), %g.
ration parameter at a period of one second, %g.
on parameter at one second based on ASCE 7 methods, %g.
% damping = 1.5 UOS.
of the liquid, seconds.
d motion, seconds. For ASCE 7 Mapped value and for Outside USA 4.
owable stress design methods.
eleration. Q = 2 / 3 for ASCE 7 and Q = 1 UOS.
ny permanent attachments and 10% of the roof design snow load, N.
c gravity of the product, N.
ve weight of tank and contents, N.
effective sloshing wieght, N.
DS
= 2.5 Q Fa So
s in the shell, MPa.
impulsive and convective force of the stored liquid, MPa.
te shell, MPa.
e force, N/mm.
e in tank wall, N/mm.
rce in tank wall, N/mm.
er consideration, mm.
n coefficient, %g.
ast the distance, L, from the inside of the shell, less CA, mm.
hat acts at the base of the tank shell perimeter, N-m.
m Plt + Curb Angle + Rings )
of shell circumference, N/mm.
ny permanent attachments and 10% of the roof design snow load, N.
snow load, N/m.
mference that may be used to resist the shell overturning moment, N/m.
G ( 1.0 - 0.4 Av )
overturning moment. The tank is self anchored.
esign load providing the shell compression requirements are satisfied. Tank is self anchored.
d for the design load. Modify the annular plate if L < 0.035D is not controlling or add mechanical anchorage.
not exceed the first shell course thickness, ts, less the shell CA.
actual thickness of the plate under the shell less the CA for tank bottom.
emainder of the tank bottom (i.e. ta > tb) the min. projection of the supplied
al to or greater than L:
RT ( G H ) )
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 framing supported b the
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 accordance with F.1.2
F.1.6
Figure F-1 provided to aid in the determination of the applicability of various sections of this appen
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 had its design details est may be calculated from the following equation (subjected to the limitations of Pmax in F.4.2) P = ( 1.1 ) ( A ) ( tan θ ) / D2 + 0.08th
F.4.2
P
Internal design pressure, kPa
A
Area resisting the compressive force, as illustrated in Figure F-2, mm 2
θ
Angle between the roof and a horizontal plane at the roof-to-shell junction, degrees
tan θ
Slope of the roof, expressed as a decimal quantity
D
Tank diameter, m
th
Nominal roof thickness, mm
The maximum design pressure, limited by uplift at the base of the shell, shall not exceed the value 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 plates) supported by the she
D
Tank diameter, m
th
Nominal roof thickness, mm
M
F.4.3
Wind moment, N - m
As top angle size and roof slope decrease and tank diameter increases, the design presure perm
approaches the failure pressure of F.6 for the roof-to-shell junction, In order to provide a safe mar
operating pressure and the calculated failure pressure, a suggested further limitation on the maxim 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 angle or the design liquid internal air pressure shall be applied to the enclosed space above the water level and held for 15 shall then be reduced to one-half the design pressure, and all welded joints above the liquid level
by means of a soap film, linseed oil, or another suitable material. Tank vents shall be tested durin
F.5
Required Compression Area at the Roof-to-Shell Junction
F.5.1
A = ( D2 ( Pi - 0.08th ) ) / ( 1.1 ( tanθ ) )
A = ( D2 ( 0.4Pi - 0.08th + 0.72 ( V / 120 )2 ) ) / ( 1.1 ( tanθ ) )
A
Total required compression area at the roof-to-shell junction, mm 2
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 cross-sectional area ca
F.6
Calculate Failure Pressure ( Frangible Roofs )
a b c
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 Diameter Bolt Circle Diameter Cover Plate Diameter mm (in.)
Db mm (in.)
Dc mm (in.)
Bolt Circle Diameter 656 (261/4)
720 (283/4)
Db mm (in.)
756 (301/4)
820 (323/4)
Cover Plate Diameter 906 (361/4)
970 (383/4)
Dc mm (in.)
1056 (421/4) 1120 (443/4)
Minimum Yield Strength
Minimum Tensile Strength
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
Allowable Stress fpr Maximum Design Tempe Not Exceeding (Sd), MPa
Type Temperature Range
2
Temp
120
th
R2
Wh
0.39
9800.17
37.27
10
248924
947
Rc
tc
Wc
610.24
0.55
11.00
15500
14
279
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
4.5
4.5
4.5
5
5
5
45 x 45 x 4.5 45 x 45 x 5
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 9 100 x 100 x 6.5
90
90
9
100
100
6.5
100 x 100 x 7
100
100
7
100 x 100 x 8
100
100
8
100 x 100 x 9 100 x 100 x 10 100 x 100 x 12
100
100
9
100
100
10
100
100
12
120 x 120 x 8 120 x 120 x 10 120 x 120 x 11 120 x 120 x 12 120 x 120 x 14 120 x 120 x 15 150 x 150 x 10 150 x 150 x 12 150 x 150 x 12.5 150 x 150 x 14 150 x 150 x 15 150 x 150 x 18 180 x 180 x 18 200 x 200 x 16 200 x 200 x 18 200 x 200 x 20 200 x 200 x 24 200 x 200 x 25 200 x 200 x 26
120
120
8
120
120
10
120
120
11
120
120
12
120
120
14
120
120
15
150
150
10
150
150
12
150
150
12.5
150
150
14
150
150
15
150
150
18
180
180
18
200
200
16
200
200
18
200
200
20
200
200
24
200
200
25
200
200
26
hell, roof and framing supported b the shell or roof F.2 through F.6. Internal Pressure Pressure Force
signed in accordance with F.1.2
Wt. of roof plates
bility of various sections of this appendix.
Wt. of shell, roof and attached framing
d or that has had its design details established
he limitations of Pmax in F.4.2)
10.89 kPa
rated in Figure F-2, mm 2 at the roof-to-shell junction, degrees
2 776.47 mm
14 degrees 0.249 4.506 m 5 mm
of the shell, shall not exceed the value calculated
not roof plates) supported by the shell and roof, N
-0.66 kPa 14769.83 N 4.506 m 5.00 mm
42734.81 N-m
r increases, the design presure permitted by F.4.1 and F.4.2
nction, In order to provide a safe margin between the maximum
ggested further limitation on the maximum design pressure for
-1.03 kPa
r to the top angle or the design liquid level, and the design
above the water level and held for 15 minutes. The air pressure
ll welded joints above the liquid level shall be checked for leaks
erial. Tank vents shall be tested during or after this test.
2 340.55 mm
2 188.94 mm
o-shell junction, mm 2
less than the cross-sectional area calculated in 3.10.5 and 3.10.6
4.506 mm 5.00 kPa 5 mm 138 km / h 14 Degrees
Corroded
-1.29 kPa
Hydrostatic Test Stress (St) MPa
owable Stress fpr Maximum Design Temperature Not Exceeding (Sd), MPa Temperature Range 150
200
260
Ambient
140
128
121
186
119
109
101
155
145
133
123
186
117
107
99
155
145
133
123
186
145
133
123
186
t
L
Wh + L + ts
A
3.74
59.84
97.11
363.21
95
1520
2467
234330.80
Table S-2 --- Allowable Stress for Tank Shells
˚C
ts
947
3.74
41.16
95
26552.46 Sum
404.37
260883.2534
Wt./m
2047.933539
Wt.
199446.9618
20L2
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Pi =
and attached framing
5.00 kPa
PForce =
79.52 kN
W roof plates =
6.54 kN
W Total =
36.11 kN
Does tank have internal pressure?
-
Yes
Does internal pressure exceed weight of roof plates?
-
Yes Does internal pressure exceed the weight of the shell, roof and attached framing?
-
Yes Provide anchors and conform to F.7.
Does internal pressure exceed 18 kPa?
Use API 620
No
A roof is considered frangible if the roof-to-shell joint will fail prior to the shell-to-bottom joint in the event of excessive internal pressure.
Frangible Roof Conditions a. The tank shall be 15.25 m (50 ft) diameter or greater. b. The slope of the roof at the top angle attachment does not exceed 2 in 12. c. The roof is attached to the top angle with a single continuours fillet weld that does not exceed 5 mm (3/16 in.). d. The roof support members shall not be attached to the roof plate. e. The roof-to-top angle compression ring limited to details a - e in Figure F-2. f. The top angle may be smaller than that required by 3.1.5.9.e. g. All members in the region of the roof-to shell junction, including insulation rings considered as contributing to the crosssectional area (A). h. The cross sectional area (A) of the roof to-shell junction is less than the limit shown below: A = W / ( 1390 tan Theta )
ble Stress for Tank Shells
Basic Design
Basic Design
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.
API 650 with Appendix F or API 620 shall be used
shell joint joint in the event of
he top angle
he top angle let weld that
ers shall not be
mpression ring
maller than that
n of the roof-toulation rings to the cross-
a (A) of the roof-
