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 Appendix J applicable.
Purpose Recycle AA Tank
Density of Contents 1040
Specific Gravity of Contents G 1.04 -
Specific Gravity of Contents (For Appendix A Only) G' 1.04 -
Material 7 CS Appendix S not applicable.
Material Group Group IV
Minimum Yield Strength 240 MPa Table 3-2
Minimum Tensile Strength 450 MPa
Modulus of Elasticity E 195000 MPa
Maximum Design Temperature 150.0 Appendix M applicable.
Minimum Design Temperature N/A
Allowable Product Design Stress at Design Temperature 160 MPa API 650, Sec. 3, Cl. 3.6.2.1 ~ Table 3-2
Allowable Hydrostatic Test Stress at Design Temperature 180 MPa API 650, Sec. 3, Cl. 3.6.2.2 ~ Table 3-2
Internal Pressure 5.00 Appendix F applicable.
External Pressure 0.60 Appendix V applicable.
Smallest of the allowable tensile stresses (Roof, Shell, Ring) f 400
High Liquid Level 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 3.0 mm
Roof Slope 2 : 10
Roof Angle θ 14.0 Deg. OK [ 9.46 deg. <= Theta <= 37 deg. ]
Outside Dia. 4.512 m
Inside Dia. 4.500 m Check for Diameter in case of Appendix J
Nominal Dia. ( Inside Dia. + Shell Thk. ) 4.506 m
Total Height H 6.30 m
Cone Roof Dish Radius 2.32 m
Dome Roof Dish Radius 3.60 m 1
Developed Area A' 16.43 1 T J-1
Roof Height - Above Shell 0.56 m 0.56 ≤ 0.375
Fluid Hold Down Weight 1022.252 kN
Yield Strength - Structural Parts 250 MPa
Density Den. 7850
DL Corroded Uncorroded
ROOF Plates 6.33 10.13 kN Based on 8 mm Roof Plate Thk.
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 15.00 kN
∑ 6.33 25.13 kN
0.39 1.53
Dc kg/m3
FYmin
FTmin
TmaxoC
TminoC
Sd
St
Pi kN/m2 ( kPa )
Pe kN/m2 ( kPa )
kN/m2 ( kPa )
H1
Do
Di
Dn
RCone
RDome
m2
FYstructure
kg/m3
kN/m2 ( kPa )
SHELL Top Angle 0.49 1.01 kN
Course(s) 20.60 41.21 kN
Wind Girders 0.00 0.00 kN
Ladder 0.00 kN
Insulation 0.00 kN
Others 0.00 kN
∑ 21.10 42.22 kN
1.28 2.57
ALL 27.43 67.34 kN
1.67 4.10
Superimposed 1.5
Snow Load S 0
External Pressuer 0.60
Basic Wind Speed V 138 kph
RO
OF
COMB1 App. R 3.27
COMB2 App. R 2.73
COMB3 App. R 1.77
COMB4 App. R 2.13
Pr Max(COMB1:COMB4) App.V 3.27
Ps App. V 1.01 1.01 ≤ 1.11
W App. V 0.77 [Condition not satisfied stiffeners not required.]
Table 3-21a 36.10 kN
Table 3-21a 42.43 kN
Table 3-21a 57.22 kN
M A T E R I A L P R O P E R T I E S
PART Factor Factor 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
J O I N T E F F I C I E N C Y
Notation Normal Factor Modified Desc.
1.00 1.00 1.00 Btm Plate
1.00 1.00 1.00 Comp. Ring
2 0.70 1.00 0.70 Roof Plate
2 0.85 1.00 0.85 Shell Plate
3 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
kN/m2 ( kPa )
kN/m2 ( kPa )
Lr kN/m2 ( kPa )
kN/m2 ( kPa )
Pe kN/m2 ( kPa )
DL + Lr + 0.4 x Pe kN/m2 ( kPa )
DL + 0.4 x Lr + Pe kN/m2 ( kPa )
DL + S + 0.4 x Pe kN/m2 ( kPa )
DL + 0.4 x S + Pe kN/m2 ( kPa )
kN/m2 ( kPa )
kN/m2 ( kPa )
kN/m2 ( kPa )
W1
W2
W3
FYmin FYmin' FTmin Ftmin'
JEb
JEc
JEr
JEs
JEst
S H E L L D E S I G NC
ou
rse
#
Width
m m m mm mm mm mm mm mm mm mm MPa MPa m
3.6.1.2 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 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
6.300 6.300
= 6
S H E L L W E I G H T S U M M A R Y
Course # 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 B O T T O M P L A T E D E S I G N
Use Annular Plate? 1
Lap welded bottom plates may be used in lieu of butt-welded annular bottom plates. (Group IV, IVA, V, or VI Only)
Use CA Use Lap Projection
mm mm mm mm mm mm mm mm mm mm
3.5.2 3.5.2 [3.5.3] T3-1 J.3.2.1 3.4.2
600 840 840 6 - 3.0 9.0 10 50 50
Press.Head HL1' td tt Max( td,t t ) tsmin tsmin tsmin tsmin *tused Sdmax Stmax Wtr
ts1 (mm)
Width3.6.1.2
Shell Wt.(Uncorroded)
Shell Wt.(Corroded)
Wmin WCalc. tabp-min tabp-min tabp-req'd
B O T T O M P L A T E D E S I G N
CA Use Projection
mm mm mm mm mm mm
3.4.1 J.3.2.1 3.4.1 3.4.2
6 6 3.0 9.0 10 50
R O O F P L A T E D E S I G N
Cone 12.5 4.73 4.83 7.83 8
Dome - - - - 0
W E I G H T S U M M A R Y
Bottom Plt. Wt. Annular Plt. Wt. Shell Plt. Wt. Top Wind Girder Inter. Wind Girder(s) Roof Weight Total Weight
kN kgs kN kgs kN kgs kN kgs kN kgs kN kg kN kg
8.16 831.34 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
T O P W I N D G I R D E R D E S I G N
ANGLE
Hz. Leg Vt. Leg Thk a - t b - t NA Dist. NA Dist. Area MOI Weight
mm mm mm mm mm Kg/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
3.97 4.75
R O O F - T O - S H E L L J O I N T D E S I G N [ C H A P T E R 3 ]
Detail Status
mm mm mm mm m mm mm
d - 5 3.0 2250 9300.52 64.69 49.30 288.66 340.55 323.47 453.00 0.00 776.47 OK
tbmin tbmin tb-req'd
tmax tmin tApp v tselec'd + CA tfurn'd
Section Modulus
Surafce Area
mm mm mm2 mm4 mm3 m2/m
Zmin Zfurn'd
cm3 cm3
tb th - CA tc/ts Rc R2 Wh/Comp. Wc Areq'd min Areq'd F- 2 Aroof Aattach't Ashell Afurn'd
mm2 mm2 mm2 mm2 mm2 mm2
R O O F - T O - S H E L L & B O T T O M - T O - S H E L L J O I N T D E S I G N
[ A P P E N D I X V ]
Detail Status
mm mm mm mm mm
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
RefKz Kzt Kd V I G q Vacuum Total
Ratio
- - - mph - - psf kPa kPa kPa
3.9.7.1 a 1.04 1 0.95 117 1 0.85 29 1.47 0.24 1.710.83
Client Info 1.04 1 0.95 117 1 0.85 29 1.47 0.60 2.07
Max. Height of Unstiffened Shell & transformed shell height
D V
mm m kph m m m
3.00 4.506 138 29.26 24.17 6.30 N/A N/A
As Htr < H1 --- Intermediate Wind Girder is not required.
Verification of Unstiffened Shell ( As per Appendix V )
0.0396 ≥ 0.00675 V.8.1.1 Corroded Thk.
Elastic Buckling Criteria Satisfied.
1.01 ≤ 1.11 V.8.1.2 Corroded Thk.
Design external pressure for an unstiffened tank shell satisfied.
6 ≥ 2.89 V.8.1.3 Actual Thk.
Minimum shell thickness required for a specified external pressure satisfied.
Ps Ns + 1 Ns Use Ns Ls N Use N
kPa m m Nos. Nos. Nos. m Nos.OK
Nos. Nos. Nos. Nos.
1.01 6.30 6.92 0.91 -0.09 -1 #DIV/0! 18.49 4.30 2 10 5
tb th tc/ts Xcone/dome Xshell Areq'd V.7.2.2 Aroof Astiff Ashell Afurn'd
mm2 mm2 mm2 mm2 mm2
ts1 H1 H1 - modified Htr Zreq'd Zfurn'd
cm3 cm3
( D / tsmin )0.75 [ ( HTS / D ) ( FYmin / E )0.5 ] ≥ 0.00675
Ps ≤ E / ( 45609 ( HTS / D ) ( D / tsmin )0.5 )
tsmin ≥ ( 73.05 ( HTS Ps )0.4 D0.6 ) / ( E )0.4
HTS Hsafe N2 N2 < 100 Nmin Nmax
Note: Minimum size of angle for use alone or as a component in a built-up stiffening ring shall be 64 x 64 x 6.4 mm and the minimum nominal thickness of plate shall be 6 mm.
Note: Minimum size of angle for use alone or as a component in a built-up stiffening ring shall be 64 x 64 x 6.4 mm and the minimum nominal thickness of
plate shall be 6 mm.
Intermediate Stiffener Ring Design t 6 10
STIFF Q
mm N/m mm
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 - - - - - - - - - - - -
mm N/m mm
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 S T I F F E N E R A T T A C H M E N T W E L D
V A C U U M C O N D I T I O N [ ASME Sec VIII, Div. 1 ]
E S Pe ρ
45120.70
144 0.60 7850 4.73 8 5.0 0.3842 -0.24 6 3 2.89 -0.11
177.64 20885 0.09 0.28 0.19 0.31 0.20 0.06 -0.03 0.24 0.12 0.11 0.00
-0.09
O V E R T U R N I N G S T A B I L I T Y
BWS Pressure Proj. Area Force Arm Moment Sum
kph kPa kN m kN - m kN - m
1380.45 28.39 12.88 3.15 40.57
42.73
0.76 1.27 0.96 2.25 2.17
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 A N C H O R
Mw d N W
kN - m m Nos. kN kN
42.73 4.724 8 -4.38 5.07 1.14
tshell 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
cm4 cm4 mm2 mm2 mm2 mm2 mm2 mm2 cm3 cm3
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
cm4 cm4 mm2 mm2 mm2 mm2 mm2 mm2 cm3 cm3
vs Vs1 Vs2 Ww wmin
Do tbtm (min) tfurn'd tfurn'd - CA Pbtm PResultant tsn tsn - CA tCalc tfurn'd
kPa [Psi]
kPa [Psi]
W I
N D
M O
M E
N T
m2
FPi FDL FF XPi XDL XF MPi Mw MDL MF 0.6Mw + MPi MDL / 1.5 Mw + 0.4MPi ( MDL + MF ) / 2
tB
S L I D I N G R E S I S T A N C E
BWS Pressure Proj. Area F - WIND ∑ F - WIND F - FRIC.
kph kPa kN kN kN
1380.454 28.426 12.896
13.86 14.56
0.760 1.267 0.963
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
UnitsD Mw Ms P Pf Bolts
Nos.
SI 4.506 8 42735 37635 5.00 6.25 0 36097.98 42426.14 57215.628
US 14.78 0.31 31519.86 27758.40 20.09 25.12 0.00 8114.83 9537.40 12862.07
UPLIFT LOAD CASES FORMULAEU
lbs Psi Psi lbs
DESIGN PRESSURE 7556.81 15000 20000 944.60 0.06 40.63
TEST PRESSURE 12036.47 20000 25000 1504.56 0.08 48.53
FAILURE PRESSURE 0.00 36000 34809 0.00 0.00 0.00
WIND LOAD -1009.40 28800 25000 126.18 0.00 2.83
SEISMIC LOAD -2027.10 28800 25000 253.39 0.01 5.68
DESIGN PRESSURE + WIND 16084.81 20000 25000 2010.60 0.10 64.86
DESIGN PRESSURE + SEISMIC 15067.11 28800 25000 1883.39 0.07 42.19
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 kN kips
Maximum Allowable Anchor-Bolt Load kN kips
1.5 x Actual bolt Load 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
Top-Plate Thickness 16 mm 0.630 in. OK
Anchor-bolt Diameter d 50.8 mm 2.00 in.
Anchor-bolt Eccentricity 200 mm 7.87 in. OK
Distance from Outside of Top-Plate to edge of hole 50 mm 1.97 in. OK
Distance between Vertical Plates 100 mm 3.94 in. OK
Chair Height 310 mm 12.20 in. OK
Vertical-Plate Thickness 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.
m2
th Pt W1 W2 W3
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 ]
Fall - Anchor Fall - Shell tb = U / N Abolt - req'd
in2 mm2
[ ( P - th ) 4.08 D2 ] - W1
[ ( Pt - 8 th ) 4.08 D2 ] - W2
[ ( 1.5 Pf - 8 th ) 4.08 D2 ] -W3
[ ( 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
Pd
Pall.
Pact.
cused
eused
fused
gused
hused
jused
Top-Plate Width ( along shell ) a 300 mm 11.81 in.
Top-Plate Length ( radial direction ) b 200 mm 7.87 in.
Top-Plate Thickness 9.17 mm 0.361 in.
16.00 mm 0.630 in.
Anchor-bolt Diameter d 50.8 mm 2.00 in.
Anchor-bolt Eccentricity 200 mm 7.87 in.
60 mm 2.344 in.
Distance from Outside of Top-Plate to edge of hole 50 mm 1.97 in.
29 mm 1.13 in.
Distance between Vertical Plates 100 3.94 in.
76 mm 3.00 in.
Chair Height 310 mm 12.20 in.
900 mm 35.43 in.
152.4 mm 6.00 in.
Vertical-Plate Thickness 16 mm 0.63 in.
12.70 mm 0.50 in.
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.
Stress at Point kPa 42.96 ksi NOT OK
Stress at Point kPa 25.00 ksi
Shell or Column Thickness t 6 mm 0.236 in.
Cone Angle ( measured from axis of cone ) θ deg. deg.
Reduction for Factor Z - 0.847 -
Check to limit slenderness upto 86.6 jK 3.100 OK
Weld Size 6 mm 0.236 in.
Vertical Load 0.444 kips / lin in. of weld length
Horizontal Load 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
L I V E L O A D T R A N S F E R R E D T O F O U N D A T I O N
Live Load on roof 1.5
Area of Roof 16.4
Total Live Load 24.7 KN
Circumference of Tank C 14.2 m
Live Load transferred to Foundation 1.74 KN/m
D E A D L O A D T R A N S F E R R E D T O F O U N D A T I O N
Self Weight of Roof 25.1 KN
Self Weight of Bottom Plate 12.8 KN
Self Weight of Shell 41.2 KN
Self Weight of shell & Attachmnets 1.0 KN
Total Dead Load acting on shell 67.3 KN
Dead Load Transferred to Foundation 4.75 KN/m
A N C H O R C H A I R D E S I G N C A L C U L A T I O N S( A I S I - E - 1 , V O L U M E II, P A R T V I I )
cmin
cused
eused
emin
fused
fmin
gused
gmin
hused
hmax
hmin
jused
jmin
Sinduced
Sallowable
wmin
WV
WH
Lr KN/m2
Ar m2
WL
wL
Wr
Wb
Ws
Wa
WD
wD
O P E R A T I N G & H Y D R O S T A T I C T E S T L O A D S
Self Weight of Tank W 80.1 KN
Weight of Fluid in Tank at Operating Conditions 1022.3 KN
Weight of Water in Tank at Hydrotest Conditions 982.9 KN
Uniform Load Operating Condition 69.1
Uniform Load Hydrotest Condition 66.7
W I N D L O A D T R A N S F E R R E D T O F O U N D A T I O N
Base Shear due to wind load 13.6 KN
Reaction due to wind load 3.0 KN/m
Moment due to wind load 42.7 KN-m
S U M M A R Y O F F O U N D A T I O N L O A D I N G D A T A
Dead load, shell, roof & ext. structure loads 4.75 KN/m
Live Load 1.74 KN/m
Uniform load, operating condition 69.13
Uniform load, hydrotest load 66.66
Base shear due to wind 13.57 KN
Reaction due to wind 3.01 KN/m
Moment due to wind load 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
E M P T Y C O N D I T I O N
Base Plate Thickness 0.008 m
Height of Shell 6.70 m
Height of Roof 0.610 m
0.0040 m
3.36 m
6.91 m
Weight of Bottom Plate 1583 kg
Weight of Shell 5522 kg
Weight of Roof 1970 kg
Total Empty Weight of Tank 9075 kg
C.O.G. in Empty Condition C.O.G. 3.544 m
F U L L O F W A T E R C O N D I T I O N
Weight of Water 100197 kg
Weight of Shell + Weight of Water 105719 kg
Weight of Tank (Full of Water) 109272 kg
C.O.G. in Full of Water Condition C.O.G. 3.388 m
F U L L O F W A T E R C O N D I T I O N
Design Liquid Level 6.30 m
3.16 m
Weight of Liquid 104762 kg
Weight of Liquid + Contributing Weight of Shell 109954 kg
Weight of Shell Without Liquid 329.67 kg
Height of Remaining Shell Center From Base 7.11 m
Operating Weight 113837 Kg
C.O.G in Operating Condition C.O.G. 3.191 m
Wf
Ww
Wo KN/m2
Wh KN/m2
Fw
Rw
Mw
DL
LL
Wo KN/m2
Wh KN/m2
Fw
Rw
Mw
h1
h2
h3
a1 = h1 / 2 a1
a2 = h2 / 2 +h1 a2
a3 = h3 / 3 + h1 + h2 a3
w1
w2
w3
WE
W6
WF
a4
a4 = (Liquid Level / 2) + h1 WL
w4
a5
WO
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 2
Importance Factor I 1.25
Site Class SC 1
Anchorage Condition 2
Vertical Acceleration 1
MCE Ground Motion Definitions
So = 0.4Ss 0.112 0
0 Ss 0.28
0 S1 1.40
2.4 So 0.112
0.760 0
0
Fa 1.6
Fv 2.4
Q 1
S T R U C T U R A L P E R I O D O F V I B R A T I O N S
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 I v e ( S l o s h I n g ) P e r I o d
Ci H tu D p E Ti Ks Tc T
- m mm m 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 P A R A M E T E R
I m p u l s I v e S p e c t r a l A c c . P a r a m e t e r
So I Fa Rwi Q Ai
%g %g %g - - -
0.112 0 0.30 1.25 1.6 4 0.67 0.09
0.09
Ai 0.09338
C o n v e c t I v e S p e c t r a l A c c . P a r a m e t e r
S1 Ss So K I Fa Fv Tc Ts Rwc Q
%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
Ac N/A
Ac = 2.5 Q Fa So ( Ts / Tc ) ( I / Rwc ) Ac 0.63421
SP
Ss = 2.5SP
S1 = 1.25SP
Ss = 1.5Fa
S1 = 0.6Fv/T SP
SDS
kg / m3
SP SDS
SD1 SP TL
TC < TL
Ac = KSD1 ( I / Tc ) ( I / Rwc )
Ac N/A
Ac 1.14864
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 L O A D S
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 I v e ( S l o s h I n g ) P e r I o d
Ws Wr Wf Wi Wc 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
E F F E C T I V E W E I G H T O F P R O D U C T
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 e c t I v e C o n v e c t i v e W e i g h t
D H D/H Wi Wc
m m - N N N
4.51 6.30 0.72 1639640 1383984 269710
V E R T I C A L S E I S M I C E F F E C T S
Av Wi Wc Weff Fv
%g N N N N
0.299 0.04183424 1383984 269710 1410020 58987
O V E R T U R N I N G M O M E N T
R I n g w a l l M o m e n t
Ai Wi Xi Ws Xs Wr Xr Ac Wc Xc Mrw
- 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
S l a b M o m e n t
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
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 m o m e n t a t t h e b a s e o f s h e l l
ta S Mrw Ws Wss Wr Wrs Wt Wa Ge J
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 0.61
27250 ≤ 37 Tank is self Anchored.
TC > TL
Ac = KSD1 ( TL / Tc2 ) ( I / Rwc )
Ac = 2.5 Q Fa So ( ( Ts TL / Tc2 ) ( I / Rwc )
WP
WP
SDS
Av
A N N U L A R P L A T E R E Q U I R E M E N T S
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 m o m e n t a t t h e b a s e o f s h e l l
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. 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, σc
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 - J < 0.785 Long. Shell Comp. Stress = 10.19 MPa
10.190 MPa J > 0.785 Long. Shell Comp. Stress = 10.78 MPa
Shell Compression in Mechanically-Anchored Tanks
wt 5247 N/m
Av 0.0418 %g
Mrw 402509 N-m
D 4.506 m
ts 3.00 mm
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 Thickness of the shell ring under consideration, mm.
14.78 Allowable longitudinal shell membrane compression stress, MPa.
Fc 8.17 MPa
Fc = 55.26 MPa Fc = 83 ts / D
Fc = 8.17 MPa Fc = 83 ts / ( ( 2.5 D ) + 7.5 SQRT ( G H ) )
G H < 0.5 Fty 28.39 120 Satisfied
tb
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 ) + ( 1.273 Mrw / D2 ) ) ( 1 / ( 1000 ts ) )
σc = ( ( ( wt (1 + 0.4 Av ) + wa ) / ( 0.607 -0.18667 J2.3 ) ) - wa ) ( 1 / ( 1000 ts ) )
σc
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 ) + ( 1.273 Mrw / D2 ) ) ( 1 / ( 1000 ts ) )
σc
G H D2 / t2
G H D2 / t2 ≥ 44
G H D2 / t2 < 44
DYNAMIC LIQUID HOOP FORCES
When D / H is greater than or equal to 1.333
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
D Y Y / D Ai G Ni
D / H 0.72
4.51 4.00 0.89 0.0934 1.04 4.97 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 1 6.41 N/mm
2 & 3 5.13 N/mm
D Ai G Ni 1, 2 & 3 5.13 N/mm
4.51 0.0934 1.04 5.13
Use Ni = 5.13 N/mm
For Convective Use Nc = 0.04 N/mm
Nc = 1.85 Ac G D2 COSH ( 3.68 ( H - Y ) / D ) / COSH (3.68 H / D )
D H Y 3.68 ( H - Y ) / D3.68 ( H / D ) COSH 4 COSH 5 Ac G Nc
0.00 0.00 6.70 #DIV/0! #DIV/0! #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.
When vertical acceleration not specified
t
When vertical acceleration specified
t
Ni = 8.48 Ai G D H ( ( Y / H ) - 0.5 ( Y / H )2 ) TANH ( 0.866 D / H )
Ni = 5.22 Ai G D2 ( ( Y / ( 0.75 D ) ) - 0.5 ( Y / ( 0.75 D ))2 )
Ni = 2.6 Ai G D2
σT = σh ± σs = ( Nh ± SQRT ( Ni2 + Nc
2 ) ) / t
σh σs Nh Ni Nc σT
σT = σh ± σs = ( Nh ± ( SQRT ( Ni2 + Nc
2 + ( Ac Nh )2 ) ) ) / t
σh σs Nh Ni Nc Av σT
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. 7.00 mm
First Shell Course Thk. tsn 3.00 mm
Minimum specified yield strength of shell course 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 Mechanically Anchored
Vertical Acceleration Consider
MCE Ground Motion Definitions
0
Ss 0.28
S1 1.4
So 0.112
Fa 1.6
Fv 2.4 So = 0.4Ss 0.112
0
0
2.4
0.760
Structural Period of Vibration
Impulsive Natural Period Ci = 6.4 -
tbtm
FYmin
SP
SP Ss = 2.5SP
SDS S1 = 1.25SP
Ss = 1.5Fa
S1 = 0.6Fv/T
H = 6.30 m
tu = 6 mm
D = 4.51 m
p = 1040
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 0 %g
N/A 0.45 %g
I = 1.25 -
Fa = 1.6 -
Rwi = 4 -
Q = 1.00 -
0.14
Ai = 2.5 Q Fa So ( I / Rwi ) 0.14
For Site Class A, B, C and D Satisfied
For Site Class E and F N/A N/A
For Site Class E and F N/A N/A
kg/m3
SP =
SDS = 2.5 Q Fa So ( E-4 ) SDS =
Ai = SDS ( I / Rwi )
Ai ≥ 0.007
Ai ≥ 0.5 S1 ( I / Rwi )
Ai ≥ 0.875 SP ( I / Rwi )
Ai 0.14000
Concevtice spectral acceleration parameter, Ac
Probabilistic or Mapped Design Method (Approach 1)
S1 = 0.14 %g
Ss = 0.28 %g
So = 0.112 %g
0 %g
0 %g
K = 1.5 -
I = 1.25 -
Fa = 1.6 -
Fv = 2.4 -
Tc = 2.21 seconds
Ts = 0.75 seconds
4 seconds
Rwc = 2 -
Q = 1.00 -
Ac N/A
Ac 0.09508
Ac N/A
Ac 0.17221
Ac 0.08596 < Ai
SEISMIC DESIGN FACTORS
So = SP
SD1 =
SP =
TL =
TC < TL
Ac = KSD1 ( I / Tc ) ( I / Rwc )
Ac = 2.5 Q Fa So ( Ts / Tc ) ( I / Rwc )
TC > TL
Ac = KSD1 ( TL / Tc2 ) ( I / Rwc )
Ac = 2.5 Q Fa So ( ( Ts TL / Tc2 ) ( I / Rwc )
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
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 212329 N
EFFECTIVE WEIGHT OF PRODUCT
EFFECTIVE IMPULSIVE WT.
D 4.51 m
WP
V = SQRT ( Vi2 + Vc2 )
H 6.30 m
D/H 0.72 -
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
Wi 1383984 N
Use Wi =
EFFECTIVE CONVECTIVE WT.
D 4.51 m
H 6.30 m
D/H 0.72
1639640 N
For Convective
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 -
WP
( 1 - 0.218 ( D / H ) ) WP
WP
0.23 ( D / H ) tanh ( ( 3.67 H ) / D ) WP
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 ) ( 3.67 ( H / D ) - 1 ) 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
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
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
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
D Y Y / D Ai G Ni
4.51 4.00 0.89 0.1400 1.04 7.46
SDS =
Ni = 8.48 Ai G D H ( ( Y / H ) - 0.5 ( Y / H )2 ) TANH ( 0.866 D / H )
Ni = 5.22 Ai G D2 ( ( Y / ( 0.75 D ) ) - 0.5 ( Y / ( 0.75 D ))2 )
When D / H is less than 1.333 and Y is greater than or equal to 0.75 D
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.
When vertical acceleration not specified
When vertical acceleration specified
OVERTURNING MOMENT
Ni = 2.6 Ai G D2
σT = σh ± σs = ( Nh ± SQRT ( Ni2 + Nc
2 ) ) / t
σh σs Nh Ni Nc
σT = σh ± σs = ( Nh ± ( SQRT ( Ni2 + Nc
2 + ( Ac Nh )2 ) ) ) / t
σh σs Nh Ni Nc
Mrw = SQRT ( ( Ai ( Wi Xi + Ws Xs + Wr Xr ) )2 + ( Ac ( Wc Xc ) )2 )
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
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]
Ms = SQRT ( ( Ai ( Wi Xis + Ws Xs + Wr Xr ) )2 + ( Ac ( Wc Xcs ) )2 )
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
0.06272 %g
Anchorage Ratio, J Mrw 604837 N-m
Ws 55322 N
Wss 3908 N/m
Wr 18953 N
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 of the general
tank floor plate ( i.e., ta > tb ) with the following restrictions:
ts - CA 3.00 mm
Actual Thk. Btm Plt. 7.00 mm
Av
J = Mrw / ( D2 ( Wt ( 1 - 0.4 Av ) )+ Wa )
Wt = ( ( Ws / PI() D ) + Wrs )
tb
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, σc
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 -
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
σc = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2 ) ) ( 1 / ( 1000 ts ) )
σc = ( ( ( wt (1 + 0.4 Av ) + wa ) / ( 0.607 -0.18667 J2.3 ) ) - wa ) ( 1 / ( 1000 ts ) )
σc
Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J < 0.785, σc
wt 5247 N/m
Av 0.06272 %g
Mrw 604837 N-m
D 4.506 m
ts 3.00 mm
14.433 MPa
Allowable Longitudinal Membrane Compression Stress in Tank Shell
G 1.04
H 6.30
D 4.506
ts 3.00 Corroded
14.78
Fc 8.17 MPa
σc = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2 ) ) ( 1 / ( 1000 ts ) )
σc
G H D2 / t2
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 D shall be assumed
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 =
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 parameter at a period of one second, %g.
Design level peak ground acceleration parameter for sites not addressed by ASCE methods.
The design, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0.2 seconds ) based on ASCE 7 methods, %g.
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 =
Mass density of fluid, kg/m3
SP =
SDS =
Scaling factor from the MCE to the design level spectral acceleration. Q = 2 / 3 for ASCE 7 and Q = 1 UOS.
S1 = Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.
Ss = Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0.2 seconds ), %g.
So = Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.
The design, 5-percent-damped, spectral response acceleration parameter at one second based on ASCE 7 methods, %g.
K =
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 )
Regional-dependent transition period for longer period ground motion, seconds. For ASCE 7 Mapped value and for Outside USA 4.
Rwc = Force reduction coefficient for the convective mode using allowable stress design methods.
Q =
0.1400 Satisfied
SD1 =
SP =
Coefficient to adjust the spectral acceleration from 5% to 0.5% damping = 1.5 UOS.
TL =
Scaling factor from the MCE to the design level spectral acceleration. Q = 2 / 3 for ASCE 7 and Q = 1 UOS.
Ws Total weight of tank shell and appurtenances, N.
Wr Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of the roof design snow load, N.
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.
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.
WP
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.
Wi = Effective weight contributing to seismic response.
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
Av = 0.14 SDS
SDS = 2.5 Q Fa So
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
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
t Product hydrostatic hoop stress in the shell, MPa.
Hoop stress in the shell due to impulsive and convective force of the stored liquid, MPa.
Total combined hoop stress in te shell, MPa.
Product hydrostatice membrane force, N/mm.
Impulsive hoop membrane force in tank wall, N/mm.
Convective hoop membrane force in tank wall, N/mm.
t Thickness of the shell ring under consideration, mm.
Vertical earthquake acceleration coefficient, %g.
t
σT σh
σs
σT
Nh
Ni
Nc
± ( SQRT ( Ni2 + Nc
2 + ( Ac Nh )2 ) ) ) / t
Av
Av σT
Mrw = SQRT ( ( Ai ( Wi Xi + Ws Xs + Wr Xr ) )2 + ( Ac ( Wc Xc ) )2 )
Ms = SQRT ( ( Ai ( Wi Xis + Ws Xs + Wr Xr ) )2 + ( Ac ( Wc Xcs ) )2 )
ta Thickness of the bottom plate under the shell extending at least the distance, L, from the inside of the shell, less CA, mm.
S Design snow load, N.
Vertical earthquake acceleration coefficient, %g.
Mrw Ringwall moment - Portion of the total overturning moment that acts at the base of the tank shell perimeter, N-m.
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% of the roof design snow load, N.
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 the shell overturning moment, N/m.
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 anchored.
0.785 < J < 1. Tank is uplifting, but the tak is stable for the design load providing the shell compression requirements are satisfied. Tank is self anchored.
J >1.54 Tank is not stable and cannot be self-anchored for the design load. Modify the annular plate if L < 0.035D is not controlling or add mechanical anchorage.
Thickness of the tank floor plate provided under the shell may be greater than or equal to the thickness of the general
Av
a ) The thickness, ta, used to calculate wa in Equ E-23 shall not exceed the first shell course thickness, ts, less the shell CA.
b ) Nor shall the thickness, ta, used in Equ E-23 exceed the actual thickness of the plate under the shell less the CA for tank bottom.
c ) when the bottom plate under the shell is thicker than the remainder of the tank bottom (i.e. ta > tb) the min. projection of the supplied
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
Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J > 0.785, σc
J < 0.785 Long. Shell Comp. Stress = 14.43 MPa
J > 0.785 Long. Shell Comp. Stress = 14.96 MPa
Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J < 0.785, σc
Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J < 0.785, σc
Thickness of the shell ring under consideration, mm. corroded
Allowable longitudinal shell membrane compression stress, MPa.
Fc = 55.26 MPFc = 83 ts / D
Fc = 8.17 MPaFc = 83 ts / ( ( 2.5 D ) + 7.5 SQRT ( G H ) )
G H < 0.5 Fty 28.3878 120 Satisfied
G H D2 / t2 ≥ 44
G H D2 / t2 < 44
Where the site properties are not known in sufficient detail to determine the site class, Site Class D shall be assumed
unless the authority having jurisdiction determines that Site Class E or F should apply at the site.
Hazardous substance, public exposure, direct service to major facilities
Post earthquake recovery, life and health of public, hazardous substance
Seismic Use Group (SUG) for the tank shall be specified by the purchaser.
Very dense soil
Natural period of vibration for convective (sloshing) mode of behavior, seconds
Mapped, maximum considered earthquake, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.
Design level peak ground acceleration parameter for sites not addressed by ASCE methods.
The design, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0.2 seconds ) based on ASCE 7 methods, %g.
Force reduction factor for the impulsive mode using allowable stress design methods.
Scaling factor from the MCE to the design level spectral acceleration. Q = 2 / 3 for ASCE 7 and Q = 1 UOS.
Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.
Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0.2 seconds ), %g.
Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.
The design, 5-percent-damped, spectral response acceleration parameter at one second based on ASCE 7 methods, %g.
Natural period of the covective (sloshing) mode of behavior of the liquid, seconds.
Regional-dependent transition period for longer period ground motion, seconds. For ASCE 7 Mapped value and for Outside USA 4.
Force reduction coefficient for the convective mode using allowable stress design methods.
Coefficient to adjust the spectral acceleration from 5% to 0.5% damping = 1.5 UOS.
Scaling factor from the MCE to the design level spectral acceleration. Q = 2 / 3 for ASCE 7 and Q = 1 UOS.
Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of the roof design snow load, N.
Total weight of the tank contents based on the design specific gravity of the product, N.
Design base shear due to impulsive component from effective weight of tank and contents, N.
Design base shear due to the convective component of the effective sloshing wieght, N.
DS = 2.5 Q Fa So
Product hydrostatic hoop stress in the shell, MPa.
Hoop stress in the shell due to impulsive and convective force of the stored liquid, MPa.
Total combined hoop stress in te shell, MPa.
Product hydrostatice membrane force, N/mm.
Impulsive hoop membrane force in tank wall, N/mm.
Convective hoop membrane force in tank wall, N/mm.
Thickness of the shell ring under consideration, mm.
Vertical earthquake acceleration coefficient, %g.
Thickness of the bottom plate under the shell extending at least the distance, L, from the inside of the shell, less CA, mm.
Ringwall moment - Portion of the total overturning moment that acts at the base of the tank shell perimeter, N-m.
Total weight of tank shell and appurtenances, N. (Shell + Btm Plt + Curb Angle + Rings )
Total weight of tank shell and appurtenances per unit length of shell circumference, N/mm.
Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of the roof design snow load, N.
Roof load acting on the shell, including 10% of the specified snow load, N/m.
Resisting force of tank contents per unit length of shell circumference that may be used to resist the shell overturning moment, N/m.
Effective specific gravity including vertical seismic effects = G ( 1.0 - 0.4 Av )
No calculated uplift under the design seismic overturning moment. The tank is self anchored.
Tank is uplifting, but the tak is stable for the design load providing the shell compression requirements are satisfied. Tank is self anchored.
Tank is not stable and cannot be self-anchored for the design load. Modify the annular plate if L < 0.035D is not controlling or add mechanical anchorage.
a ) The thickness, ta, used to calculate wa in Equ E-23 shall not exceed the first shell course thickness, ts, less the shell CA.
b ) Nor shall the thickness, ta, used in Equ E-23 exceed the actual thickness of the plate under the shell less the CA for tank bottom.
c ) when the bottom plate under the shell is thicker than the remainder of the tank bottom (i.e. ta > tb) the min. projection of the supplied
thicker annular plate inside the tank wall, Ls, shall be equal to or greater than L:
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 shell or roof F.2 through F.6.
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 appendix.
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 established
may be calculated from the following equation (subjected to the limitations of Pmax in F.4.2)
P Internal design pressure, kPa
A
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
Nominal roof thickness, mm
F.4.2 The maximum design pressure, limited by uplift at the base of the shell, shall not exceed the value calculated
from the following equation unlesss further limited by F.4.3
Pmax Maximum design pressure, kPa
Total weight of the shell and any framing (but not roof plates) supported by the shell and roof, N
D Tank diameter, m
Nominal roof thickness, mm
P = ( 1.1 ) ( A ) ( tan θ ) / D2 + 0.08th
Area resisting the compressive force, as illustrated in Figure F-2, mm2
th
DLS
th
M Wind moment, N - m
F.4.3 As top angle size and roof slope decrease and tank diameter increases, the design presure permitted by F.4.1 and F.4.2
approaches the failure pressure of F.6 for the roof-to-shell junction, In order to provide a safe margin between the maximum
operating pressure and the calculated failure pressure, a suggested further limitation on the maximum design pressure for
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 level, and the design
internal air pressure shall be applied to the enclosed space above the water level and held for 15 minutes. The air pressure
shall then be reduced to one-half the design pressure, and all welded joints above the liquid level shall be checked for leaks
by means of a soap film, linseed oil, or another suitable material. Tank vents shall be tested during or after this test.
F.5 Required Compression Area at the Roof-to-Shell Junction
F.5.1
A
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 calculated in 3.10.5 and 3.10.6
F.6 Calculate Failure Pressure ( Frangible Roofs )
a
b
c
A = ( D2 ( Pi - 0.08th ) ) / ( 1.1 ( tanθ ) )
A = ( D2 ( 0.4Pi - 0.08th + 0.72 ( V / 120 )2 ) ) / ( 1.1 ( tanθ ) )
Total required compression area at the roof-to-shell junction, mm2
d
e
f
g
h
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 DiameBolt 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 Di906 (361/4) 970 (383/4)
Dc mm (in.) 1056 (421/4) 1120 (443/4)
Pf = 1.6P - 0.047th
Type
MPa MPa Temperature Range
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
MinimumYield
Strength
MinimumTensile
Strength
Allowable Stress fpr Maximum Design TemperatureNot Exceeding (Sd), MPa
FY min FT min
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
45 x 45 x 4.5 4.5 4.5 4.5
45 x 45 x 5 5 5 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 90 90 9
100 100 6.5100 x 100 x 6.5
100 x 100 x 7 100 100 7
100 x 100 x 8 100 100 8
100 x 100 x 9 100 100 9
100 100 10
100 100 12
120 x 120 x 8 120 120 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
100 x 100 x 10100 x 100 x 12
120 x 120 x 10120 x 120 x 11120 x 120 x 12120 x 120 x 14120 x 120 x 15150 x 150 x 10150 x 150 x 12150 x 150 x 12.5150 x 150 x 14150 x 150 x 15150 x 150 x 18180 x 180 x 18200 x 200 x 16200 x 200 x 18200 x 200 x 20200 x 200 x 24200 x 200 x 25200 x 200 x 26
When net uplift does not exceed the nominal weight of the shell, roof and framing supported b the shell or roof F.2 through F.6.
Internal Pressure
Pressure Force
Tank nameplate shall indicate whether the tank has been designed in accordance with F.1.2 Wt. of roof plates
Figure F-1 provided to aid in the determination of the applicability of various sections of this appendix. Wt. of shell, roof and attached framing
The design pressure, P, for a tank that has been constructed or that has had its design details established
may be calculated from the following equation (subjected to the limitations of Pmax in F.4.2)
10.89 kPa
776.47
Angle between the roof and a horizontal plane at the roof-to-shell junction, degrees 14 degrees
0.249 -
4.506 m
5 mm
The maximum design pressure, limited by uplift at the base of the shell, shall not exceed the value calculated
-0.66 kPa
Total weight of the shell and any framing (but not roof plates) supported by the shell and roof, N 14769.83 N
4.506 m
5.00 mm
Area resisting the compressive force, as illustrated in Figure F-2, mm2 mm2
42734.81 N-m
As top angle size and roof slope decrease and tank diameter increases, the design presure permitted by F.4.1 and F.4.2
approaches the failure pressure of F.6 for the roof-to-shell junction, In order to provide a safe margin between the maximum
operating pressure and the calculated failure pressure, a suggested further limitation on the maximum design pressure for
-1.03 kPa
When the entire tank is completed, it shall be filled with water to the top angle or the design liquid level, and the design
internal air pressure shall be applied to the enclosed space above the water level and held for 15 minutes. The air pressure
shall then be reduced to one-half the design pressure, and all welded joints above the liquid level shall be checked for leaks
by means of a soap film, linseed oil, or another suitable material. Tank vents shall be tested during or after this test.
340.55
188.94
4.506 mm
5.00 kPa
5 mm Corroded
138 km / h
14 Degrees
For self-supporting roofs, the compression area shall not be less than the cross-sectional area calculated in 3.10.5 and 3.10.6
mm2
mm2
Total required compression area at the roof-to-shell junction, mm2
-1.29 kPa
Temperature Range
150 200 260 Ambient
140 128 121 186 Table S-2 --- Allowable Stress for Tank Shells
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
Allowable Stress fpr Maximum Design TemperatureNot Exceeding (Sd), MPa
HydrostaticTest Stress
(St)MPa
3.74 41.16
95 26552.46
Sum 404.37
260883.2534
Wt./m 2047.933539
Wt. 199446.9618
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!
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!
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!
Pi = 5.00 kPa -
79.52 kN
6.54 kNYes
Wt. of shell, roof and attached framing 36.11 kN
-
Yes
-
Yes
No
-
Use API 620
Does tank have internal pressure?
PForce =
Wroof plates =
WTotal =
Does internal pressure exceed weight of roof
plates?
Does internal pressure exceed the weight of the shell, roof and attached
framing?
Provide anchors and conform to F.7.
Does internal pressure exceed 18 kPa?
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.
A roof is considered frangible if the roof-to-shell joint will fail prior to the shell-to-bottom joint in the event ofexcessive 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 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 limitshown below:
A = W / ( 1390 tan Theta )
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 cross-sectional 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 )
Table S-2 --- Allowable 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 orAPI 620 shall be used
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.
A roof is considered frangible if the roof-to-shell joint will fail prior to the shell-to-bottom joint in the event ofexcessive 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 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 limitshown below:
A = W / ( 1390 tan Theta )
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 cross-sectional 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 )
Recommended