AMETANK REPORT
The following report is subject to the disclaimer statement as stated in the Disclaimer and Special Notes
section at the end.
Table of Contents
Project Design Data and Summary
Roof and Structure Design Details
Top Member Design
Shell Design
Bottom Design
Wind Moment
Seismic Design
Capacities and Weights
Reactions on Foundation
Disclaimer and Special Notes
No Warnings!!
Project Design Data and Summary
Back
Project Data
Job : 2023-01-20-10-19
Date of Calcs. : 20-Jan-2023
Mfg. or Insp. Date :
Designer : Richard
Project :
Tag ID : water tank 36
Plant :
Plant Location :
Site :
Design Basis : API-650 13th Edition Errata 1, 2021
Design Parameters and Operating Conditions
Design Parameters
Design Internal Pressure = 0 KPa or 0 mmh2o
Design External Pressure = -0 KPa or -0 mmh2o
D of Tank = 36 m
OD of Tank = 36.02 m
ID of Tank = 36 m
CL of Tank = 36.01 m
Shell Height = 7.5 m
S.G of Contents = 1
S.G of Hydrotest = 1
Max Design Liq. Level = 7.2 m
Max Operating Liq. Level = 5.4 m
Min Liq. Level = 1.12 m
Design Temperature = 54 ºC
MDMT (Minimum Design Metal Temperature) = -2 ºC
Tank Joint Efficiency = 1
Ground Snow Load = 0 kPa
Roof Live Load = 1 kPa
Additional Roof Dead Load = 0 kPa
Wind Load Basis: ASCE7-05
3 Second Gust Wind Speed (entered), Vg = 30 m/s = 108 kph
Wind Importance Factor, Iw = 1
Design Wind Speed, V = Vg * SQRT(Iw) = 108 kph
Seismic Method: API-650 - Non ASCE7(Sp)
Seismic Use Group = I
Site Class = E
Sp (g) = 0.05
T_L (sec) = 4
Av (g) = 0.15
Q=1
Fa = 2.5
Fv = 3.5
Importance Factor = 1
Rwi = 3.5
Rwc = 2
Design Remarks
Summary Results
Shell
Shell Width
#
(mm)
Material
CA
(mm)
JE
Min Yield Strength Tensile Strength Sd
(MPa)
(MPa)
(MPa)
St
(MPa)
Weight
(kg)
1
2500
A36
0
1
250
400
160
171
26,591
2
2500
A36
0
1
250
400
160
171
22,160
3
2500
A36
0
1
250
400
160
171
17,729
(continued)
t-min
Shell Weight CA
Erection
#
(kg)
(mm)
t-Des
(mm)
t-Test
(mm)
t-min
Seismic
(mm)
t-min ExtPe (mm)
t-min
(mm)
t-Actual
(mm)
Status
1
26,591
8
7.61
7.12
6.55
NA
8
12
OK
2
22,160
8
4.85
4.54
4.37
NA
8
10
OK
3
17,729
8
2.09
1.96
2.11
NA
8
8
OK
Total Weight of Shell = 66,520.19 kg
Roof
Type = Structurally Supported Conical Roof
Plates Material = A36
Structural Material = A36
t.required = 5 mm
t.actual = 5 mm
Roof corrosion allowance = 0 mm
Roof Joint Efficiency = 0.7
Plates Overlap Weight = 0 kg
Plates Weight = 40,254.47 kg
Structure
Rafters
Qty At Radius (m)
Size
Length (m)
W (N/m)
Ind. Weight (kg)
Total Weight (kg)
54
IPE330
16.58
481.5
814.53
43,984.73
18
Rafters Total Weight = 43,984.73 kg
Columns
Qty At Radius (m)
Size
Length (m)
W (N/m)
Ind. Weight (kg)
Total Weight (kg)
1
12" SCH STD
8.05
723.97
594.91
594.91
0
Columns Total Weight = 594.91 kg
Bottom
Type : Cone-Up Bottom Floor
Bottom Material = A36
t.required = 6 mm
t.actual = 6 mm
Bottom corrosion allowance = 0 mm
Bottom Joint Efficiency = 0.35
Total Weight of Bottom = 49,773.87 kg
Annular Ring
Material = A36
t.actual = 8 mm
Weight = 5,460.85 kg
Top Member
Type = Detail B
Size = L200x200x15
Material = A36
Weight = 5,145.16 kg
Nameplate Information
Pressure Combination Factor
0.4
Design Standard API-650 13th Edition Errata 1, 2021
Appendices Used
E
Roof
A36 : 5 mm
Shell (1)
A36 : 12 mm
Shell (2)
A36 : 10 mm
Shell (3)
A36 : 8 mm
Bottom
A36 : 6 mm
Annular Ring
A36 : 8 mm
Roof and Structure Design Details Back
Roof Type (Cone) = Cone
Structure Support Type (Outside Structure With Center Column) = Outside Structure With Center Column
Material Properties
Material (A36) = A36
Minimum Tensile Strength (Sut) = 400.0 MPa
Minimum Yield Strength (Sy) = 250.0 MPa
As per API-650 Table 5-2 a, Allowable Design Stress (Sd) = 160.0 MPa
Density (d) = 7,840 kg/m^3
Geometry
Rh = Horizontal Radius (m)
slope = Slope (Rise / Run)
Rh = 18.06 m
slope = 0.06
Description
Variable
Equation
Value
Unit
Slope Angle
Theta
ARCTAN(slope)
3.58
deg
Angle With Vertical Line
Alpha
90 - Theta
86.42
deg
Height
h
Rh * TAN(Theta)
1.13
m
Surface Area
A
(pi * (Rh^2)) / COS(Theta)
1,026.9
m^2
Center of Gravity from Base
CG
h/3
0.38
m
Vertical Projected Area
Av
Rh * h
20.39
m^2
Horizontal Projected Area
Ah
pi * (Rh^2)
1,024.9
m^2
Volume
V
(pi * (Rh^2) * h) / 3
385.66
m^3
Description
Variable
Equation
Value
Unit
Plates Nominal Weight
Wr-pl
A*d*t
40,254.48 kg
Plates Corroded Weight
Wr-pl-corr A * d * (t - CA)
40,254.48 kg
New Plates Dead Load Pressure
DL-pl
0.39
Weights
DL-add = Added dead load (kPa)
d-ins = Insulation Density (kg/m^3)
t = Plates Thickness (mm)
t-ins = Insulation Thickness (mm)
DL-add = 0.0 kPa
d-ins = 130 kg/m^3
t = 5 mm
t-ins = 0 mm
((9.80665 * Wr-pl) / Ah) * (1 / 1000)
kPa
Corroded Plates Dead Load
Pressure
DL-pl-corr
((9.80665 * Wr-pl-corr) / Ah) * (1 /
1000)
0.39
kPa
Insulation Weight
Wr-ins
t-ins * d-ins * A
0.0
kg
Insulation Dead Load Pressure
DL-ins
((9.80665 * Wr-ins) / Ah) * (1 / 1000)
0.0
kPa
Dead Load
DL
DL-pl + DL-ins + DL-add
0.39
kPa
Total Nominal Dead Weight
Wr-DL
(DL * Ah) / 9.80665
40,254.48 kg
Additional Dead Weight
Wr-DLadd
(DL-add * Ah) / 9.80665
0.0
kg
Loads
B = Maximum Gravity Load Combination Based on Balanced Snow Load (kPa)
Fpe = External Pressure Combination Factor
Lr = Minimum Roof Live Load (kPa)
Pe = Design External Pressure (kPa)
S = Ground Snow Load (kPa)
Sb = Balanced Snow load per API 650 Section 5.2.1 (h) (kPa)
Su = Unbalanced Snow load per API 650 Section 5.2.1 (h) (kPa)
U = Maximum Gravity Load Combination Based on Unbalanced Snow Load (kPa)
W-max-gravity-load = Maximum Gravity Load Weight (kg)
e.1b = Gravity Loads Combination 1 Based on Balanced Snow Load per API 650 Section 5.2.2 (kPa)
e.1u = Gravity Loads Combination 1 Based on Unbalanced Snow Load per API 650 Section 5.2.2 (kPa)
e.2b = Gravity Loads Combination 2 Based on Balanced Snow Load per API 650 Section 5.2.2 (kPa)
e.2u = Gravity Loads Combination 2 Based on Unbalanced Snow Load per API 650 Section 5.2.2 (kPa)
max-gravity-load = Maximum Gravity Load (kPa)
Fpe = 0.4
Lr = 1.0 kPa
Pe = 0.0 kPa
S = 0.0 kPa
Sb = 0.84 * S
Sb = 0.84 * 0.0
Sb = 0.0 kPa
Su = Sb
Su = 0.0
Su = 0.0 kPa
e.1b = DL + MAX(Lr , Sb) + (Fpe * Pe)
e.1b = 0.3852 + MAX(1.0 , 0.0) + (0.4 * 0.0)
e.1b = 1.39 kPa
e.2b = DL + Pe + (0.4 * MAX(Lr , Sb))
e.2b = 0.3852 + 0.0 + (0.4 * MAX(1.0 , 0.0))
e.2b = 0.79 kPa
B = MAX(e.1b , e.2b)
B = MAX(1.3852 , 0.7852)
B = 1.39 kPa
e.1u = DL + MAX(Lr , Su) + (Fpe * Pe)
e.1u = 0.3852 + MAX(1.0 , 0.0) + (0.4 * 0.0)
e.1u = 1.39 kPa
e.2u = DL + Pe + (0.4 * MAX(Lr , Su))
e.2u = 0.3852 + 0.0 + (0.4 * MAX(1.0 , 0.0))
e.2u = 0.79 kPa
U = MAX(e.1u , e.2u)
U = MAX(1.3852 , 0.7852)
U = 1.39 kPa
max-gravity-load = MAX(B , U)
max-gravity-load = MAX(1.3852 , 1.3852)
max-gravity-load = 1.39 kPa
W-max-gravity-load = (max-gravity-load * Ah * 1000) / 9.80665
W-max-gravity-load = (1.3852 * 1,024.9001 * 1000) / 9.80665
W-max-gravity-load = 144,765.21 kg
Erection Requirements
t-erec-req = Minimum Erection Thickness Including Corrosion Allowance (mm)
As per API-650 5.10.2.2, Minimum Erection Thickness (t-erec) = 5 mm
t-erec-req = t-erec + CA
t-erec-req = 5 + 0
t-erec-req = 5 mm
Required Thickness
t-req = Required Thickness (mm)
t-req = t-erec-req
t-req = 5
t-req = 5 mm
t >= t-req ==> PASS
Structure Design Calculations
Radial Bay 0 (Center Bay)
Center Bay Rafters Spacing and Quantity
CA = Roof Corrosion Allowance (mm)
DL = Dead load (kPa)
Fp = Pressure Combination Factor
Fy = Roof Yield Strength (MPa)
Lr = Roof Live Load (kPa)
N-actual-1 = Actual Number of Rafters
N-min-1 = Rafters Quantity Required
P-ext-1-1 = Maximum External Pressure (kPa)
P-max-1 = Maximun Roof Load Based on Rafters Actual Spacing (MPa)
R-1 = Rafters Outer Radius (mm)
S = Ground Snow Load (kPa)
Sb = Balanced Snow Load (kPa)
TL = Roof Total Load (Dead + Live) (MPa)
l = Maximum Rafter Spacing (mm)
l-actual-1 = Rafters Actual Spacing (mm)
l_calc = Calculated Maximum Rafter Spacing per API-650 5.10.4.4 (mm)
t-actual = Roof Actual Thickness (mm)
t-calc-1 = Roof Required Thickness Based on Rafters Actual Spacing (mm)
CA = 0 mm
DL = 0.39 kPa
Fp = 0.4
Fy = 250.0 MPa
Lr = 1.0 kPa
N-actual-1 = 54
R-1 = 18,000 mm
S = 0.0 kPa
Sb = 0.0 kPa
TL = 0.0013851707698449584 MPa
t-actual = 5 mm
l_calc = (t-actual - CA) * SQRT(((1.5 * Fy) / TL))
l_calc = (5 - 0) * SQRT(((1.5 * 250.0) / 0.0014))
l_calc = 2,601.56 (Set to 2,100 mm since it cannot be greater than 2,100)
l = l-max-by-user
l = 2,100
l = 2,100 mm
N-min-1 = CEILING(((2 * pi * R-1) / l))
N-min-1 = CEILING(((2 * pi * 18,000) / 2,100))
N-min-1 = 54
N-recommended-1 must be a multiple of 1, therefore N-recommended-1 = 54.
N-rft-1 >= N-min-1 ==> PASS
l-actual-1 = (2 * pi * R-1) / N-actual-1
l-actual-1 = (2 * pi * 18,000) / 54
l-actual-1 = 2,094.4 mm
t-calc-1 = (l-actual-1 / SQRT(((1.5 * Fy) / TL))) + CA
t-calc-1 = (2,094.3951 / SQRT(((1.5 * 250.0) / 0.0014))) + 0
t-calc-1 = 4.03 mm
Center Bay Maximum Allowable External Pressure Based on Rafters Actual Spacing
P-max-1 = (1.5 * Fy) / ((l-actual-1 / (t-actual - CA))^2)
P-max-1 = (1.5 * 250.0) / ((2,094.3951 / (5 - 0))^2)
P-max-1 = 0.0021372437174555625 MPa
P-ext-1-1 = (P-max-1 - DL - (Fp * MAX(S , Lr))) * -1
P-ext-1-1 = (2.1372 - 0.3852 - (0.4 * MAX(0.0 , 1.0))) * -1
P-ext-1-1 = -1.35 kPa
Center Bay Rafter Design
Average-p-width-1 = Average Plate Width (mm)
Average-r-s-inner-1 = Average Rafter Spacing on Inner Side (mm)
Average-r-s-shell-1 = Average Rafter Spacing on Outer Side (mm)
CA-rft = Rafter Corrosion Allowance (mm)
Ma-rft = Rafter Material
Max-P-1 = Max Load Allowed per Rafter (MPa)
Max-r-span-1 = Rafter Design Length (mm)
Mmax-rft-1 = Maximum Bending Moment for the Dead Load Only (N.mm)
Mmax-rft-1 = Maximum Bending Moment (N.mm)
N-actual-1 = Actual Number of Rafters
N_braces = Recommended Number of Braces
P-ext-2-1 = Vacuum Limited by Rafter Type (kPa)
Ri-1 = Inner Radius (mm)
Ro-1 = Outer Radius (mm)
Sd-DL-rft-1 = Rafter Allowable Stress for Dead Load Only Case (MPa)
Sd-rft-1 = Rafter Allowable Stress (MPa)
Sx-rft-Req-1 = Minimum Required Elastic Section Modulus (cm^3)
Sx-rft-Req-1-1 = Required Elastic Section Modulus for the Dead Load and Live Load Case (cm^3)
Sx-rft-Req-1-2 = Required Elastic Section Modulus for Dead Load Only Case (cm^3)
TL = Total Top Load (Dead + Live) (MPa)
Theta = Slope Angle (deg)
W-DL-rft-1 = Rafter Design Dead (rafter weight + top dead load) (N/mm)
W-Max-rft-1 = Maximum stress allowed for each rafter in ring (N/mm)
W-rft-1 = Rafter Design Load (rafter weight + top load) (N/mm)
b = Braces Positions (mm)
div = Deflection Limit Divisor (mm)
CA-rft = 0 mm
Ma-rft = A36
N-actual-1 = 54
Ri-1 = 1,671.52 mm
Ro-1 = 18,000 mm
TL = 0.0013851707698449584 MPa
Theta = 3.58 deg
b = [5,371.36 10,891.75 ] mm
div = 180 mm
Section Modulus About X Axis (Sx-corr) = 713,100 mm^3
Max-r-span-1 = (Ro-1 - Ri-1) / COS(Theta)
Max-r-span-1 = (18,000 - 1,671.5235) / COS(3.5763)
Max-r-span-1 = 16,360.34 mm
Average-r-s-inner-1 = (2 * pi * Ri-1) / N-actual-1
Average-r-s-inner-1 = (2 * pi * 1,671.5235) / 54
Average-r-s-inner-1 = 194.49 mm
Average-r-s-shell-1 = (2 * pi * Ro-1) / N-actual-1
Average-r-s-shell-1 = (2 * pi * 18,000) / 54
Average-r-s-shell-1 = 2,094.4 mm
Average-p-width-1 = (Average-r-s-inner-1 + Average-r-s-shell-1) / 2
Average-p-width-1 = (194.4906 + 2,094.3951) / 2
Average-p-width-1 = 1,144.44 mm
Center Bay Rafter Material Properties
Material (A36) = A36
Minimum Tensile Strength (Sut) = 400.0 MPa
Minimum Yield Strength (Sy) = 250.0 MPa
Modulus of Elasticity at Design Temperature (E) = 199,000 MPa
Center Bay Rafter I-Beam Size IPE330 Section Properties
Description
Variable
New
Corroded
Unit
Weight
W
49.1
49.1
kg/m
Cross Sectional Area
A
6,260
6,260
mm^2
Radius of Gyration About X Axis
rx
137.1
137.1
mm
Radius of Gyration About Y Axis
ry
35.5
35.5
mm
Moment Of Inertia About X Axis
Ix
117,700,000
117,700,000
mm^4
Moment Of Inertia About Y Axis
Iy
7,881,000
7,881,000
mm^4
Section Modulus About X Axis
Sx
713,100
713,100
mm^3
Section Modulus About Y Axis
Sy
98,520
98,520
mm^3
Plastic Section Modulus About X Axis
Zx
804,300
804,300
mm^3
Plastic Section Modulus About Y Axis
Zy
153,700
153,700
mm^3
Warping Constant
cw
199,100,000,000
199,100,000,000
mm^6
Torsional Constant
j
281,500
281,500
mm^4
Centroid to Edge Max x Distance
ex
80
80
mm
Centroid to Edge Max y Distance
ey
165
165
mm
I-Beam Flange Width
wf
160
160
mm
I-Beam Flange Thickness
tf
11.5
11.5
mm
I-Beam Depth
d
330
330
mm
I-Beam Web Thickness
tw
7.5
7.5
mm
Center Bay Rafter Allowable Flexural Strength per AISC-360
Lp = Limiting laterally unbraced length for the limit state of yielding per AISC-360 F2-5 (mm)
Lr = Limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling
per AISC-360 F2-6 (mm)
M = Lateral torsional buckling per AISC-360 F2-2 (N.mm)
Ma = Allowable Flexural Strength (N.mm)
Mn = Nominal flexural strength per AISC-360 F2 (N.mm)
Mp = Yielding per AISC-360 F2-1 (N.mm)
Mpa = Allowable Flexural Strength Assuming the Member is Braced (N.mm)
Ypf = Limiting slenderness parameter for compact flange
Ypw = Limiting slenderness parameter for compact web
Yrf = Limiting slenderness parameter for noncompact flange
Yrw = Limiting slenderness parameter for noncompact web
bf = Flange width (mm)
c = Coefficient per AISC-360 F2-8a
h = Web height (mm)
ho = Distance between the flange centroids (mm)
rts = Effective radius of gyration per AISC-360 F2-7 (mm)
bf = wf / 2 = 80 mm
h = d - (2 * tf) = 307.0 mm
Ypf = 0.38 * SQRT((E / Fy))
Ypf = 0.38 * SQRT((199,000 / 250.0))
Ypf = 10.72
Yrf = 1 * SQRT((E / Fy))
Yrf = 1 * SQRT((199,000 / 250.0))
Yrf = 28.21
Ypw = 3.76 * SQRT((E / Fy))
Ypw = 3.76 * SQRT((199,000 / 250.0))
Ypw = 106.08
Yrw = 5.7 * SQRT((E / Fy))
Yrw = 5.7 * SQRT((199,000 / 250.0))
Yrw = 160.82
As per AISC-360 table B4.1b Flange width to thickness ratio check :
(bf / tf) <= Ypf
==> Flange is compact
As per AISC-360 table B4.1b Web height to thickness ratio check :
(h / tw) <= Ypw
==> Web is compact
Mp = Fy * Zx
Mp = 250.0 * 804,300
Mp = 201,075,000 N.mm
Unbraced length (Lb) = 5,520.39 mm
Lp = 1.76 * ry * SQRT((E / Fy))
Lp = 1.76 * 35.5 * SQRT((199,000 / 250.0))
Lp = 1,762.78 mm
ho = d - tf
ho = 330 - 11.5
ho = 318.5 mm
c=1
rts = SQRT((SQRT((Iy * Cw)) / Sx))
rts = SQRT((SQRT((7,881,000 * 199,100,000,000)) / 713,100))
rts = 41.91 mm
Lr = 1.95 * rts * (E / (0.7 * Fy)) * SQRT((((J * c) / (Sx * ho)) + SQRT(((((J * c) / (Sx * ho))^2)
+ (6.76 * (((0.7 * Fy) / E)^2))))))
Lr = 1.95 * 41.912 * (199,000 / (0.7 * 250.0)) * SQRT((((281,500 * 1) / (713,100 * 318.5)) +
SQRT(((((281,500 * 1) / (713,100 * 318.5))^2) + (6.76 * (((0.7 * 250.0) / 199,000)^2))))))
Lr = 5,759.21 mm
(Lp < Lb) AND (Lb <= Lr)
M = Cb * (Mp - ((Mp - (0.7 * Fy * Sx)) * ((Lb - Lp) / (Lr - Lp))))
M = 1 * (201,075,000 - ((201,075,000 - (0.7 * 250.0 * 713,100)) * ((5,520.3941 - 1,762.7777) /
(5,759.2133 - 1,762.7777))))
M = 129,350,994.11 N.mm
Mpa = Mp / 1.67
Mpa = 201,075,000 / 1.67
Mpa = 120,404,191.62 N.mm
Mn = MIN(Mp , M) = 129,350,994.11 N.mm
Ma = Mn / 1.67
Ma = 129,350,994.1134 / 1.67
Ma = 77,455,685.1 N.mm
Center Bay Rafter Required Section Modulus for Dead Load and Live Load Design Case
W-rft-1 = (TL * Average-p-width-1) + W
W-rft-1 = (0.0014 * 1,144.4428) + 0.4815
W-rft-1 = 2.07 N/mm
Mmax-rft-1 = (W-rft-1 * (Max-r-span-1^2)) / 8
Mmax-rft-1 = (2.0668 * (16,360.337^2)) / 8
Mmax-rft-1 = 69,148,627.13 N.mm
Sd-rft-1 = Mpa / Sx-corr
Sd-rft-1 = 120,404,191.6168 / 713,100
Sd-rft-1 = 168.85 MPa
Sx-rft-Req-1-1 = (Mmax-rft-1 / Sd-rft-1) / 1000
Sx-rft-Req-1-1 = (69,148,627.1344 / 168.8462) / 1000
Sx-rft-Req-1-1 = 409.54 cm^3
Center Bay Rafter Required Section Modulus for Dead Load Only Design Case
W-DL-rft-1 = (DL * Average-p-width-1) + W
W-DL-rft-1 = (0.0004 * 1,144.4428) + 0.4815
W-DL-rft-1 = 0.92 N/mm
N_braces = CEILING((Max-r-span-1 / Lr)) - 1
N_braces = CEILING((16,360.337 / 5,759.2133)) - 1
N_braces = 2
Mmax-rft-1 = (W-DL-rft-1 * (Max-r-span-1^2)) / 8
Mmax-rft-1 = (0.9223 * (16,360.337^2)) / 8
Mmax-rft-1 = 30,858,340.97 N.mm
Sd-DL-rft-1 = Ma / Sx-corr
Sd-DL-rft-1 = 77,455,685.0978 / 713,100
Sd-DL-rft-1 = 108.62 MPa
Sx-rft-Req-1-2 = (Mmax-rft-1 / Sd-DL-rft-1) / 1000
Sx-rft-Req-1-2 = (30,858,340.9666 / 108.6183) / 1000
Sx-rft-Req-1-2 = 284.1 cm^3
Center Bay Rafter Minimum Required Section Modulus
Sx-rft-Req-1 = MAX(Sx-rft-Req-1-1 , Sx-rft-Req-1-2)
Sx-rft-Req-1 = MAX(409.5363 , 284.099)
Sx-rft-Req-1 = 409.54 cm^3
Sx-corr >= Sx-rft-Req-1 ==> PASS
Center Bay Rafter Required Radius of Gyration (Slenderness Check)
L = Member Unbraced Length (mm)
L/r = Slenderness Ratio
r = Governing Radius of Gyration (mm)
r-req = Required Radius of Gyration (mm)
L = 16,360.34 mm
r = 137.1 mm
As per API-650 5.10.3.2, Max Slenderness Ratio (max-ratio) = 300
L/r = L / r
L/r = 16,360.337 / 137.1
L/r = 119.33
r-req = L / max-ratio
r-req = 16,360.337 / 300
r-req = 54.53 mm
L/r <= 300 ==> PASS
Center Bay Rafter Minimum Required Thickness
As per API-650 5.10.2.4, Minimum Nominal Thickness (t-min) = 4.3 mm
As per API-650 5.10.2.4, Minimum Corroded Thickness (t-min-corr) = 2.4 mm
tf >= t-min ==> PASS
tf-corr >= t-min-corr ==> PASS
tw >= t-min ==> PASS
tw-corr >= t-min-corr ==> PASS
Center Bay Rafter Deflection
delta = Beam Uniform Load Deflection (mm)
delta_max = Maximum Allowable Deflection (mm)
div = Deflection limit divisor (mm)
div = 180 mm
delta_max = L / div
delta_max = 16,360.337 / 180
delta_max = 90.89 mm
delta = (5 * W * (L^4)) / (384 * E * Ix)
delta = (5 * 2.0668 * (16,360.337^4)) / (384 * 199,000 * 117,700,000)
delta = 82.31 mm
delta <= delta_max ==> PASS
Center Bay Rafter Maximum Allowable External Pressure
W-Max-rft-1 = (Sx-corr * Sd-rft-1 * 8) / (Max-r-span-1^2)
W-Max-rft-1 = (713,100 * 168.8462 * 8) / (16,360.337^2)
W-Max-rft-1 = 3.6 N/mm
Max-P-1 = (W-Max-rft-1 - W) / Average-p-width-1
Max-P-1 = (3.5987 - 0.4815) / 1,144.4428
Max-P-1 = 0.0027237756645115234 MPa
P-ext-2-1 = (Max-P-1 - DL - (Fp * MAX(S , Lr))) * -1
P-ext-2-1 = (2.7238 - 0.3852 - (0.4 * MAX(0.0 , 1.0))) * -1
P-ext-2-1 = -1.94 kPa
Center Bay Girder Design
Not required for center column
Center Bay Column Design
A-req-1 = Required Cross Sectional Area Of Column (mm^2)
Average-p-width-1 = Average plate width (mm)
Average-r-s-inner-1 = Average rafter spacing on inner girder (mm)
Average-r-s-shell-1 = Average rafter spacing on shell (mm)
C1-1 = Total Inner Rafters Length Supported by Girder (mm)
C2-1 = Total Outer Rafters Length Supported by Girder (mm)
CA-col = Column Corrosion Allowance (mm)
Girder-Length-1 = Girder Length (mm)
Girder-Weight-1 = Girder Weight (kg/mm)
L-col = Column design length (m)
Ma-col = Column Material
Max-P-column-1 = Maximum Load allowed per Column (MPa)
N-actual-1 = Actual number of rafters
P-c-1 = Column Total Load (N)
P-ext-4-1 = Vacuum Limited by Column Type (kPa)
R-inner-1 = Inner radius (mm)
R-outer-1 = Outer radius (mm)
Rafter-L-1 = Rafter Length (mm)
Rafter-Weight-1 = Rafter Weight per Linear Length (kg/mm)
Rafter-Weight-prev-1 = Rafter Weight per Linear Length previous (kg/mm)
Sca = Allowable Compressive Stress (MPa)
TL = Roof Total Load (Dead + Live) (kPa)
W-DL-col-top = Dead Load on Column (N)
W-DL-girder-1 = Girder Dead Load Weight Including Rafters and Roof Dead Loads (N/mm)
W-DL-rafter-1 = Rafter Dead Load Weight Including Roof Dead Load (N/mm)
W-Max-column-1 = Maximum weight allowed for each column in ring (N)
W-col = Column Weight (N)
W-col-top = Load on Column (N)
W-girder-1 = Girder Total Weight Including Rafters and Roof Loads (N/mm)
W-rafter-1 = Rafter Design Load (rafter weight + top load) (N/mm)
radial-distance-1 = Radial Distance (mm)
Average-p-width-1 = 1,144.44 mm
Average-r-s-inner-1 = 194.49 mm
Average-r-s-shell-1 = 2,094.4 mm
C1-1 = 0 mm
C2-1 = 0 mm
CA-col = 0 mm
Girder-Length-1 = 0 mm
Girder-Weight-1 = nil
L-col = 8.06 m
Ma-col = A106-B
N-actual-1 = 54
R-inner-1 = 1,671.52 mm
R-outer-1 = 18,000 mm
Rafter-Weight-1 = 0.05 kg/mm
Rafter-Weight-prev-1 = nil
TL = 1.39 kPa
W-DL-girder-1 = 0 N/mm
W-DL-rafter-1 = 0.92 N/mm
W-girder-1 = 0 N/mm
W-rafter-1 = 2.07 N/mm
radial-distance-1 = 0.0 mm
Center Bay Column Material Properties
Material (A106-B) = A106-B
Minimum Tensile Strength (Sut) = 415 MPa
Minimum Yield Strength (Sy) = 240 MPa
Modulus of Elasticity at Design Temperature (E) = 199,836.36 MPa
Center Bay Column Pipe Size 12 SCH STD Section Properties
Description
Variable
New
Corroded
Unit
Weight
W
73.83
73.83
kg/m
Cross Sectional Area
A
9,405.76
9,405.76
mm^2
Radius of Gyration About X Axis
rx
111.18
111.18
mm
Radius of Gyration About Y Axis
ry
111.18
111.18
mm
Pipe Thickness
t-pipe
9.52
9.52
mm
Pipe Inner Diameter
ID-pipe
304.8
304.8
mm
Pipe Outer Diameter
OD-pipe
323.85
323.85
mm
Center Bay Column Allowable Compressive Strength per AISC-360
Fe = Elastic Buckling Stress per AISC-360 E3-4 (MPa)
Pa = Allowable Compressive Strength (N)
Pn = Nominal compressive strength per AISC-360 E3-1 (N)
Radius of gyration :
(rx = ry) AND (Ly = Lx)
Fe = ((pi^2) * E) / (((K * Ly) / ry)^2)
Fe = ((pi^2) * 199,836.3636) / (((1 * 8,058.3692) / 111.1817)^2)
Fe = 375.45 MPa
As per AISC-360 table B4.1a Pipe width to thickness ratio :
(D / t) <= (0.11 * (E / Fy)) ==> Pipe is not slender
Fcr = Critical stress per AISC-360 E3-2 (MPa)
(Fy / Fe) <= 2.25
Fcr = (0.658^(Fy / Fe)) * Fy
Fcr = (0.658^(240 / 375.4451)) * 240
Fcr = 183.66 MPa
Pn = Fcr * Ag
Pn = 183.6596 * 9,405.7576
Pn = 1,727,458.05 N
Pa = Pn / 1.67
Pa = 1,727,458.0452 / 1.67
Pa = 1,034,406.02 N
Center Bay Column Load
Rafter-L-1 = (R-outer-1 - R-inner-1) / COS(Theta)
Rafter-L-1 = (18,000 - 1,671.5235) / COS(3.5763)
Rafter-L-1 = 16,360.34 mm
W-col = W * L-col
W-col = 723.9784 * 8.0584
W-col = 5,834.09 N
W-col-top = (Rafter-L-1 * W-rafter-1 * N-actual-1) / 2
W-col-top = (16,360.337 * 2.0668 * 54) / 2
W-col-top = 912,945.95 N
W-DL-col-top = (Rafter-L-1 * W-DL-rafter-1 * N-actual-1) / 2
W-DL-col-top = (16,360.337 * 0.9223 * 54) / 2
W-DL-col-top = 407,412.25 N
P-c-1 = W-col-top + W-col
P-c-1 = 912,945.953 + 5,834.0856
P-c-1 = 918,780.04 N
Center Bay Column Required Cross Sectional Area
Sca = Pa / A-corr
Sca = 1,034,406.0151 / 9,405.7576
Sca = 109.98 MPa
A-req-1 = P-c-1 / Sca
A-req-1 = 918,780.0385 / 109.9758
A-req-1 = 8,354.38 mm^2
A-corr >= A-req-1 ==> PASS
Center Bay Column Minimum Required Thickness
As per API-650 5.10.2.4, Minimum Nominal Thickness (t-min) = 6 mm
As per API-650 5.10.2.4, Minimum Corroded Thickness (t-min-corr) = 2.4 mm
t-pipe >= t-min ==> PASS
t-pipe-corr >= t-min-corr ==> PASS
Center Bay Column Required Radius of Gyration (Slenderness Check)
L = Member Unbraced Length (mm)
L/r = Slenderness Ratio
r = Governing Radius of Gyration (mm)
r-req = Required Radius of Gyration (mm)
L = 8,058.37 mm
r = 111.18 mm
As per API-650 5.10.3.2, Max Slenderness Ratio (max-ratio) = 180
L/r = L / r
L/r = 8,058.3692 / 111.1817
L/r = 72.48
r-req = L / max-ratio
r-req = 8,058.3692 / 180
r-req = 44.77 mm
L/r <= 180 ==> PASS
Center Bay Column Top Plate Design
CA = Top Plate Corrosion Allowance (mm)
Fa = Top Plate Allowable Stress (MPa)
Fb = Top Plate Stress per Steel Plate Engineering Data Volume 2 Part I Table 1-1A (MPa)
Ma = Material
P = Column Load (N)
a = Top Plate Radius (mm)
r0 = Column Radius (mm)
t = Top Plate Thickness (mm)
v = Poisson's Ratio
CA = 0 mm
Ma = A36
P = 912,945.95 N
a = 1,671.52 mm
r0 = 161.92 mm
t = 10 mm
v = 0.3
NOTE: No credit is taken for the circular plate support.
Material (A36) = A36
Minimum Tensile Strength (Sut) = 400.0 MPa
Minimum Yield Strength (Sy) = 250.0 MPa
Fa = 0.75 * Fy
Fa = 0.75 * 250.0
Fa = 187.5 MPa
Fb = 1.43 * (LOG((a / r0), 10) + 0.334 + (0.06 * ((r0 / a)^2))) * (P / ((t - CA)^2))
Fb = 1.43 * (LOG((1,671.5235 / 161.925), 10) + 0.334 + (0.06 * ((161.925 / 1,671.5235)^2))) *
(912,945.953 / ((10 - 0)^2))
Fb = 17,603.03 MPa
Center Bay Column Base Plate Design
B = Base Plate Length in the X direction (mm)
CA = Base Plate Corrosion Allowance (mm)
Ma = Material
N = Base Plate Length in the Y direction (mm)
P = Total Column Load (N)
bf = Column Length in the X direction (mm)
d = Column Length in the Y direction (mm)
fcp = Soil Bearing Capacity (kPa)
l = Critical Base Plate Cantilever Dimension (mm)
m = Cantilever Distance in the Y Direction (mm)
n = Cantilever Distance in the X Direction (mm)
np = Yield-Line Theory Cantilever Distance (mm)
tp = Base Plate Thickness (mm)
tp-design = Plate Required Thickness per AISC 13th Edition Part 14 (mm)
tp-req = Plate Required Thickness (mm)
B = 451 mm
CA = 0 mm
Ma = A36
N = 451 mm
P = 918,780.04 N
bf = 323.85 mm
d = 323.85 mm
fcp = 145 kPa
tp = 24 mm
Note: Base plate is designed with the assumption that it is on a slab foundation or concrete
footing.
m = (N - (0.8 * d)) / 2
m = (451 - (0.8 * 323.85)) / 2
m = 95.96 mm
n = (B - (0.8 * bf)) / 2
n = (451 - (0.8 * 323.85)) / 2
n = 95.96 mm
np = SQRT((bf * d)) / 4
np = SQRT((323.85 * 323.85)) / 4
np = 80.96 mm
l = MAX(m , n , np)
l = MAX(95.96 , 95.96 , 80.9625)
l = 95.96 mm
tp-design = (l * SQRT(((3.33 * P) / (Sy * B * N)))) + CA
tp-design = (95.96 * SQRT(((3.33 * 918,780.0385) / (250.0 * 451 * 451)))) + 0
tp-design = 23.54 mm
As per API-650 5.10.4.7, Minimum Allowable Thickness (tp-erection) = 12 mm
tp-req = MAX(tp-erection , tp-design)
tp-req = MAX(12 , 23.5381)
tp-req = 23.54 mm
tp >= tp-req ==> PASS
Center Bay Column Maximum Allowable External Pressure
W-Max-column-1 = (Sca * A-corr) - W
W-Max-column-1 = (109.9758 * 9,405.7576) - 723.9784
W-Max-column-1 = 1,033,682.04 N
Max-P-column-1 = ((W-Max-column-1 / ((Rafter-L-1 * N-actual-1) / 2)) - Rafter-Weight-1) /
Average-p-width-1
Max-P-column-1 = ((1,033,682.0366 / ((16,360.337 * 54) / 2)) - 0.0491) / 1,144.4428
Max-P-column-1 = 0.002001831182105669 MPa
P-ext-4-1 = (Max-P-column-1 - DL - (Fp * MAX(S , Lr))) * -1
P-ext-4-1 = (2.0018 - 0.3852 - (0.4 * MAX(0.0 , 1.0))) * -1
P-ext-4-1 = -1.22 kPa
Top Member Detail B Design Back
DLR = Nominal Weight of Roof Plates and Attached Structural (N)
DLS = Nominal Weight of Shell Plates and Framing (N)
DLS = Ws + W_framing
DLS = 652,340.3042 + 50,401.9652
DLS = 702,742.27 N
DLR = Wr + W_structural
DLR = 394,761.5724 + 215,671.4438
DLR = 610,433.02 N
Material Properties
Material (A36) = A36
Minimum Tensile Strength (Sut) = 400.0 MPa
Minimum Yield Strength (Sy) = 250.0 MPa
Compression Ring Detail b Properties
A_detail = Detail Total Area (mm^2)
A_roof = Contributing Roof Area (mm^2)
A_shell = Contributing Shell Area (mm^2)
I_shell = Contributing Shell Moment Of Inertia (mm^4)
R2 = Length of Normal to Head (mm)
Wc = Maximum Width of Participating Shell per API-650 Figure F-2 (mm)
Wh = Maximum Width of Participating Head per API-650 Figure F-2 (mm)
R2 = (ID / 2) / SIN(Theta)
R2 = (36,000 / 2) / SIN(3.5763)
R2 = 288,561.95 mm
Wh = 0.3 * SQRT((R2 * (th - CA-head)))
Wh = 0.3 * SQRT((288,561.9518 * (5 - 0)))
Wh = 360.35 (Set to 300 mm since it cannot be greater than 300)
Wc = 0.6 * SQRT(((ID / 2) * (tc-nominal - CA-shell)))
Wc = 0.6 * SQRT(((36,000 / 2) * (8 - 0)))
Wc = 227.68 mm
Angle Size L200X200X15 Section Properties
Description
Variable
New
Corroded
Unit
Weight
W
45.6
45.6
kg/m
Cross Sectional Area
A
5,810
5,810
mm^2
Moment Of Inertia About X Axis
Ix
22,089,999.0
22,089,999.0
mm^4
Moment Of Inertia About Y Axis
Iy
22,089,999.0
22,089,999.0
mm^4
Section Modulus About X Axis
Sx
152,000.0
152,000.0
mm^3
Section Modulus About Y Axis
Sy
152,000.0
152,000.0
mm^3
Centroid X Coords
cx
54.8
54.8
mm
Centroid Y Coords
cy
54.8
54.8
mm
Angle Long Leg Length
L1-angle
200
200
mm
Angle Short Leg Length
L2-angle
200
200
mm
Angle Thickness
t-angle
15.0
15.0
mm
I_shell = ((Wc - h) * ((tc-nominal - CA-shell)^3)) / 12
I_shell = ((227.684 - 8.0) * ((8 - 0)^3)) / 12
I_shell = 9,373.18 mm^4
A_shell = (Wc - h) * (tc-nominal - CA-shell)
A_shell = (227.684 - 8.0) * (8 - 0)
A_shell = 1,757.47 mm^2
A_roof = Wh * (th - CA-head)
A_roof = 300 * (5 - 0)
A_roof = 1,500 mm^2
A_detail = A_shell + A_roof + A-corr
A_detail = 1,757.4719 + 1,500 + 5,810
A_detail = 9,067.47 mm^2
Stiffener and Shell Combined Section Properties
Description
Variable
Equation
Value
Unit
Shell centroid
d_shell
(tc-nominal - CA-shell) / 2
4
mm
Stiffener centroid
d_stiff
cy + (tc-nominal - CA-shell)
62.8
mm
moment of inertia of first
body
I_1
Ic + (Area * (Distance^2))
45,003,710.4
mm^4
moment of inertia of second
I_2
body
Ic + (Area * (Distance^2))
37,492.73
mm^4
Total area
A_1 + A_2
7,567.47
mm^2
Sum of moments of inertia's I_sum
I_1 + I_2
45,041,203.13 mm^4
Combined centroid
c_combined
((Centroid-1 * Area-1) + (Centroid-2 *
Area-2)) / (Area-1 + Area-2)
49.14
Combined moment of
inertia
I_combined Ic - (Area * (Distance^2))
26,764,552.74 mm^4
Distance from neutral axis
to edge 1 (inside)
e1
c_combined
49.14
mm
Distance from neutral axis
to edge 2 (outside)
e2
((tc-nominal - CA-shell) + L1-angle) e1
158.86
mm
Combined stiffener shell
section modulus
S
I / MAX(d-1 , d-2)
168,483.4
mm^3
A_sum
Erection Requirement
As per API-650 5.1.5.9, Minimum Size of Top Corner Ring (Size-min) = L80x80x10
mm
Minimum Section Modulus per Erection Requirement (Sx-min) = 15.4 cm^3
Sx >= Sx-min ==> PASS
Internal Pressure - Appendix F Requirements
A_actual = Area resisting compressive force (mm^2)
D = Tank nominal diameter (m)
DLR = Nominal weight of roof plates and attached structural (N)
DLS = Nominal weight of shell plates and framing (N)
Fp = Internal Pressure Combination Factor
Fy = Minimum specified yield-strength of the materials in the roof-to-shell junction (MPa)
ID = Tank inside diameter (m)
MDL = Moment About the Shell-to-Bottom Joint from the Nominal Weight of the Shell and
Roof Structural Supported by the Shell that is not Attached to the Roof Plate (N.m)
MDLR = Moment About the Shell-to-Bottom Joint from the Nominal Weight of the Roof Plate
Plus any Structural Components Attached to the Roof (N.m)
MF = Moment About the Shell-to-Bottom Joint from Liquid Weight (N.m)
Mw = Wind Moment From Horizontal Plus Vertical Wind Pressures (N.m)
Mws = Wind Moment From Horizontal Wind Pressure (N.m)
P = Design pressure (kPa)
P_uplift = Uplift due to internal pressure per API-650 F.1.2 (N)
Theta angle = Angle between the roof and a horizontal plane at the roof-to-shell junction (deg)
W_add_DL = Additional dead load weight (N)
W_framing = Weight of framing supported by the shell and roof (N)
W_structural = Weight of roof attached structural (N)
Wr = Roof plates weight (N)
Ws = Shell plates weight (N)
A_actual = 9,067.47 mm^2
D = 36.0 m
DLR = 610,433.02 N
DLS = 702,742.27 N
Fp = 0.4
Fy = 250.0 MPa
ID = 36.0 m
MDL = 12,649,360.85 N.m
MDLR = 10,987,794.29 N.m
MF = 30,574,854.09 N.m
Mw = 291,349.84 N.m
Mws = 291,349.84 N.m
P = 0.0 kPa
Theta angle = 3.58 deg
W_add_DL = 0.0 N
W_framing = 50,401.97 N
W_structural = 215,671.44 N
Wr = 394,761.57 N
Ws = 652,340.3 N
P_uplift = P * pi * ((ID^2) / 4)
P_uplift = 0.0 * pi * ((36.0^2) / 4)
P_uplift = 0.0 N
P_uplift <= Wr , Tank design does not need to meet App. F requirements.
P_F51 = Maximum allowable internal pressure for the actual resisting area per API 650 F.5.1
(kPa)
P_max_internal = Maximum allowable internal pressure (kPa)
P_std = 18 kPa
P_F51 = ((Fy * TAN(Theta angle) * A_actual) / (200 * (D^2))) + ((0.00127 * DLR) / (D^2))
P_F51 = ((250.0 * TAN(3.5763) * 9,067.4719) / (200 * (36.0^2))) + ((0.00127 * 610,433.0163) /
(36.0^2))
P_F51 = 1.14 kPa
P_max_internal = MIN(P_std , P_F51)
P_max_internal = MIN(18 , 1.1448)
P_max_internal = 1.14 kPa
Shell Design Back
Ac = Convective Design Response Spectrum Acceleration Coefficient
Ai = Impulsive Design Response Spectrum Acceleration Coefficient
Av = Vertical ground acceleration coefficient description
CG-shell = Shell center of gravity (m)
D = Tank Nominal Diameter per API-650 5.6.1.1 Note 1 (m)
G = Product Design Specific Gravity
Gt = Hydrotest Specific Gravity
H = Shell height (m)
HL = Max Liquid Level (m)
Pe = Design External Pressure (kPa)
Pi = Design Internal Pressure (kPa)
Rwi = Impulsive Force Reduction Factor
V = Wind velocity (km/hr)
W-ins = Shell Insulation Weight (kg)
W-shell = Shell Nominal Weight (kg)
W-shell-corr = Shell Corroded Weight (kg)
d-ins = Insulation Density (kg/m^3)
h-min = Minimum Shell Course Height per API-650 5.6.1.2 (mm)
t-ins = Insulation Thickness (mm)
Ac = 0.01
Ai = 0.09
Av = 0.15
D = 36.0 m
G=1
Gt = 1
H = 7.5 m
HL = 7.2 m
Pe = 0.0 kPa
Pi = 0.0 kPa
Rwi = 3.5
V = 108.0 km/hr
d-ins = 130 kg/m^3
h-min = 1,800 mm
t-ins = 0 mm
API-650 Design Method: One Foot (1ft)
Rwi = Impulsive Force Reduction Factor
Rwi = 3.5
Course # 1 (bottom course) Design
CA = Corrosion allowance per API-650 5.3.2 (mm)
D1 = Shell Course Centerline Diameter (m)
H = Design Liquid Level per API-650 5.6.3.2 (m)
H' = Effective Design Liquid Level per API-650 F.2 (m)
H-max = Maximum Liquid Level for the Installed Thickness (m)
H-max-@-Pi = Maximum Liquid Level for the Installed Thickness @ Design Internal Pressure (m)
Ht' = Effective Hydrostatic Test Liquid Level per API-650 F.2 (m)
JE = Joint efficiency
Ma = Course Material
Pi-max-@-H = Maximum Allowable Internal Pressure for the Installed Thickness @ Design Liquid Level
(kPa)
Rwi = Impulsive Force Reduction Factor
W-1 = Shell Course Nominal Weight (kg)
W-1-corr = Shell Course Nominal Weight (kg)
h1 = Course Height (m)
loc = Course Location (m)
t = Installed Thickness (mm)
t-min = Minimum Required Thickness (mm)
td = Course Design Thickness per API-650 5.6.3.2 (mm)
tt = Course Hydrostatic Test Thickness per API-650 5.6.3.2 (mm)
CA = 0 mm
H = 7.2 m
JE = 1
Ma = A36
Rwi = 3.5
h1 = 2.5 m
loc = 0 m
t = 12 mm
Shell Course Center of Gravity (CG-1) = 1.25 m
D1 = ID + t
D1 = 36.0 + 0.012
D1 = 36.01 m
W-1 = pi * Dc * t * h1 * d
W-1 = pi * 36.012 * 0.012 * 2.5 * 7,840
W-1 = 26,609.36 kg
W-1-corr = pi * Dc * (t - CA) * h1 * d
W-1-corr = pi * 36.012 * (0.012 - 0.0) * 2.5 * 7,840
W-1-corr = 26,609.36 kg
Material Properties
Material (A36) = A36
Minimum Tensile Strength (Sut) = 400.0 MPa
Minimum Yield Strength (Sy) = 250.0 MPa
As per API-650 Table 5-2 a, Allowable Design Stress (Sd) = 160.0 MPa
As per API-650 Table 5-2 a, Allowable Hydrostatic Test Stress (St) = 171.0 MPa
Permissible Design Metal Temperature (MDMT-permissible) = -7.72 °C
Thickness Required by Erection
As per API-650 5.6.1.1, Thickness Required by Erection (t-erec) = 8 mm
Thickness Required by Design
H' = H
H' = 7.2
H' = 7.2 m
td = ((4.9 * D * (H' - 0.3) * SG) / Sd) + CA
td = ((4.9 * 36.0 * (7.2 - 0.3) * 1) / 160.0) + 0
td = 7.61 mm
Hydrostatic Test Required Thickness
Ht' = H
Ht' = 7.2
Ht' = 7.2 m
tt = (4.9 * D * (Ht' - 0.3) * SGt) / St
tt = (4.9 * 36.0 * (7.2 - 0.3) * 1) / 171.0
tt = 7.12 mm
Seismic Design Required Thickness
Nc = Convective Hoop Membrane Unit Force per API 650 Section E.6.1.4 (N/mm)
Nh = Product Hydrostatic Membrane Force per API 650 Section E.6.1.4 and Section 5.6.3.2 (N/mm)
Ni = Impulsive Hoop Membrane Unit Force per API 650 Section E.6.1.4 (N/mm)
Sd-seismic = Maximum Allowable Hoop Tension Membrane Stress per API-650 E.6.2.4 (MPa)
ts = Seismic Minimum Thickness per API 650 Section E.6.2.4 (mm)
As per API 650 Section E.6.1.4, Shell Course Liquid Surface to Analysis Point Distance (Y) = 7.2 m
Ni = 8.48 * Ai * G * D * H * ((Y / H) - (0.5 * ((Y / H)^2))) * TANH((0.866 * (D / H)))
Ni = 8.48 * 0.0893 * 1 * 36.0 * 7.2 * ((7.2 / 7.2) - (0.5 * ((7.2 / 7.2)^2))) * TANH((0.866 * (36.0 / 7.2)))
Ni = 98.11 N/mm
Nc = (1.85 * Ac * G * (D^2) * COSH(((3.68 * (H - Y)) / D))) / COSH(((3.68 * H) / D))
Nc = (1.85 * 0.0106 * 1 * (36.0^2) * COSH(((3.68 * (7.2 - 7.2)) / 36.0))) / COSH(((3.68 * 7.2) / 36.0))
Nc = 19.8 N/mm
Nh = 4.9 * (H - H_offset) * D * G
Nh = 4.9 * (7.2 - 0) * 36.0 * 1
Nh = 1,270.08 N/mm
S_T+ = Total Combined Hoop Stress per API 650 Sections E.6.1.4, EC.6.1.3 (MPa)
S_T- = Total Combined Hoop Stress per API 650 Sections E.6.1.4, EC.6.1.3 (MPa)
S_T+ = (Nh + SQRT(((Ni^2) + (Nc^2) + (((Av * Nh) / 2.5)^2)))) / MAX((t - CA) , 0.0001)
S_T+ = (1,270.08 + SQRT(((98.1074^2) + (19.8041^2) + (((0.1458 * 1,270.08) / 2.5)^2)))) / MAX((12 - 0) ,
0.0001)
S_T+ = 116.22 MPa
S_T- = (Nh - SQRT(((Ni^2) + (Nc^2) + (((Av * Nh) / 2.5)^2)))) / MAX((t - CA) , 0.0001)
S_T- = (1,270.08 - SQRT(((98.1074^2) + (19.8041^2) + (((0.1458 * 1,270.08) / 2.5)^2)))) / MAX((12 - 0) ,
0.0001)
S_T- = 95.46 MPa
Sd-seismic = MIN((1.33 * Sd) , (0.9 * Fy * E))
Sd-seismic = MIN((1.33 * 160.0) , (0.9 * 250.0 * 1))
Sd-seismic = 212.8 MPa
ts = ((SIGMAt+ * (tn - CA)) / S_membrane) + CA
ts = ((116.2162 * (12 - 0)) / 212.8) + 0
ts = 6.55 mm
Minimum Required Thickness
t-min = MAX(t-erec , td , tt , ts)
t-min = MAX(8 , 7.6073 , 7.1179 , 6.5535)
t-min = 8 mm
Rating of Installed Thickness
H-max = ((((t - CA) * Sd * JE) / (4.9 * D * SG)) + 0.3) + loc
H-max = ((((12 - 0) * 160.0 * 1) / (4.9 * 36.0 * 1)) + 0.3) + 0
H-max = 11.18 m
H-max-@-Pi = MAX(H-max , 0)
H-max-@-Pi = MAX(11.1844 , 0)
H-max-@-Pi = 11.18 m
Pi-max-@-H = MAX((((H-max - (H + loc)) * (9.8 * SG)) + P) , 0)
Pi-max-@-H = MAX((((11.1844 - (7.2 + 0)) * (9.8 * 1)) + 0.0) , 0)
Pi-max-@-H = 39.05 kPa
Course # 2 Design
CA = Corrosion allowance per API-650 5.3.2 (mm)
D2 = Shell Course Centerline Diameter (m)
H = Design Liquid Level per API-650 5.6.3.2 (m)
H' = Effective Design Liquid Level per API-650 F.2 (m)
H-max = Maximum Liquid Level for the Installed Thickness (m)
H-max-@-Pi = Maximum Liquid Level for the Installed Thickness @ Design Internal Pressure (m)
Ht' = Effective Hydrostatic Test Liquid Level per API-650 F.2 (m)
JE = Joint efficiency
Ma = Course Material
Pi-max-@-H = Maximum Allowable Internal Pressure for the Installed Thickness @ Design Liquid Level
(kPa)
Rwi = Impulsive Force Reduction Factor
W-2 = Shell Course Nominal Weight (kg)
W-2-corr = Shell Course Nominal Weight (kg)
h2 = Course Height (m)
loc = Course Location (m)
t = Installed Thickness (mm)
t-min = Minimum Required Thickness (mm)
td = Course Design Thickness per API-650 5.6.3.2 (mm)
tt = Course Hydrostatic Test Thickness per API-650 5.6.3.2 (mm)
CA = 0 mm
H = 4.7 m
JE = 1
Ma = A36
Rwi = 3.5
h2 = 2.5 m
loc = 2.5 m
t = 10 mm
Shell Course Center of Gravity (CG-2) = 3.75 m
D2 = ID + t
D2 = 36.0 + 0.01
D2 = 36.01 m
W-2 = pi * Dc * t * h2 * d
W-2 = pi * 36.01 * 0.01 * 2.5 * 7,840
W-2 = 22,173.24 kg
W-2-corr = pi * Dc * (t - CA) * h2 * d
W-2-corr = pi * 36.01 * (0.01 - 0.0) * 2.5 * 7,840
W-2-corr = 22,173.24 kg
Material Properties
Material (A36) = A36
Minimum Tensile Strength (Sut) = 400.0 MPa
Minimum Yield Strength (Sy) = 250.0 MPa
As per API-650 Table 5-2 a, Allowable Design Stress (Sd) = 160.0 MPa
As per API-650 Table 5-2 a, Allowable Hydrostatic Test Stress (St) = 171.0 MPa
Permissible Design Metal Temperature (MDMT-permissible) = -9.15 °C
Thickness Required by Erection
As per API-650 5.6.1.1, Thickness Required by Erection (t-erec) = 8 mm
Thickness Required by Design
H' = H
H' = 4.7
H' = 4.7 m
td = ((4.9 * D * (H' - 0.3) * SG) / Sd) + CA
td = ((4.9 * 36.0 * (4.7 - 0.3) * 1) / 160.0) + 0
td = 4.85 mm
Hydrostatic Test Required Thickness
Ht' = H
Ht' = 4.7
Ht' = 4.7 m
tt = (4.9 * D * (Ht' - 0.3) * SGt) / St
tt = (4.9 * 36.0 * (4.7 - 0.3) * 1) / 171.0
tt = 4.54 mm
Seismic Design Required Thickness
Nc = Convective Hoop Membrane Unit Force per API 650 Section E.6.1.4 (N/mm)
Nh = Product Hydrostatic Membrane Force per API 650 Section E.6.1.4 and Section 5.6.3.2 (N/mm)
Ni = Impulsive Hoop Membrane Unit Force per API 650 Section E.6.1.4 (N/mm)
Sd-seismic = Maximum Allowable Hoop Tension Membrane Stress per API-650 E.6.2.4 (MPa)
ts = Seismic Minimum Thickness per API 650 Section E.6.2.4 (mm)
As per API 650 Section E.6.1.4, Shell Course Liquid Surface to Analysis Point Distance (Y) = 4.7 m
Ni = 8.48 * Ai * G * D * H * ((Y / H) - (0.5 * ((Y / H)^2))) * TANH((0.866 * (D / H)))
Ni = 8.48 * 0.0893 * 1 * 36.0 * 7.2 * ((4.7 / 7.2) - (0.5 * ((4.7 / 7.2)^2))) * TANH((0.866 * (36.0 / 7.2)))
Ni = 86.28 N/mm
Nc = (1.85 * Ac * G * (D^2) * COSH(((3.68 * (H - Y)) / D))) / COSH(((3.68 * H) / D))
Nc = (1.85 * 0.0106 * 1 * (36.0^2) * COSH(((3.68 * (7.2 - 4.7)) / 36.0))) / COSH(((3.68 * 7.2) / 36.0))
Nc = 20.45 N/mm
Nh = 4.9 * (H - H_offset) * D * G
Nh = 4.9 * (4.7 - 0) * 36.0 * 1
Nh = 829.08 N/mm
S_T+ = Total Combined Hoop Stress per API 650 Sections E.6.1.4, EC.6.1.3 (MPa)
S_T- = Total Combined Hoop Stress per API 650 Sections E.6.1.4, EC.6.1.3 (MPa)
S_T+ = (Nh + SQRT(((Ni^2) + (Nc^2) + (((Av * Nh) / 2.5)^2)))) / MAX((t - CA) , 0.0001)
S_T+ = (829.08 + SQRT(((86.2792^2) + (20.4543^2) + (((0.1458 * 829.08) / 2.5)^2)))) / MAX((10 - 0) ,
0.0001)
S_T+ = 93.01 MPa
S_T- = (Nh - SQRT(((Ni^2) + (Nc^2) + (((Av * Nh) / 2.5)^2)))) / MAX((t - CA) , 0.0001)
S_T- = (829.08 - SQRT(((86.2792^2) + (20.4543^2) + (((0.1458 * 829.08) / 2.5)^2)))) / MAX((10 - 0) ,
0.0001)
S_T- = 72.81 MPa
Sd-seismic = MIN((1.33 * Sd) , (0.9 * Fy * E))
Sd-seismic = MIN((1.33 * 160.0) , (0.9 * 250.0 * 1))
Sd-seismic = 212.8 MPa
ts = ((SIGMAt+ * (tn - CA)) / S_membrane) + CA
ts = ((93.0077 * (10 - 0)) / 212.8) + 0
ts = 4.37 mm
Minimum Required Thickness
t-min = MAX(t-erec , td , tt , ts)
t-min = MAX(8 , 4.851 , 4.5389 , 4.3707)
t-min = 8 mm
Rating of Installed Thickness
H-max = ((((t - CA) * Sd * JE) / (4.9 * D * SG)) + 0.3) + loc
H-max = ((((10 - 0) * 160.0 * 1) / (4.9 * 36.0 * 1)) + 0.3) + 2.5
H-max = 11.87 m
H-max-@-Pi = MAX(H-max , 0)
H-max-@-Pi = MAX(11.8703 , 0)
H-max-@-Pi = 11.87 m
Pi-max-@-H = MAX((((H-max - (H + loc)) * (9.8 * SG)) + P) , 0)
Pi-max-@-H = MAX((((11.8703 - (4.7 + 2.5)) * (9.8 * 1)) + 0.0) , 0)
Pi-max-@-H = 45.77 kPa
Course # 3 Design
CA = Corrosion allowance per API-650 5.3.2 (mm)
D3 = Shell Course Centerline Diameter (m)
H = Design Liquid Level per API-650 5.6.3.2 (m)
H' = Effective Design Liquid Level per API-650 F.2 (m)
H-max = Maximum Liquid Level for the Installed Thickness (m)
H-max-@-Pi = Maximum Liquid Level for the Installed Thickness @ Design Internal Pressure (m)
Ht' = Effective Hydrostatic Test Liquid Level per API-650 F.2 (m)
JE = Joint efficiency
Ma = Course Material
Pi-max-@-H = Maximum Allowable Internal Pressure for the Installed Thickness @ Design Liquid Level
(kPa)
Rwi = Impulsive Force Reduction Factor
W-3 = Shell Course Nominal Weight (kg)
W-3-corr = Shell Course Nominal Weight (kg)
h3 = Course Height (m)
loc = Course Location (m)
t = Installed Thickness (mm)
t-min = Minimum Required Thickness (mm)
td = Course Design Thickness per API-650 5.6.3.2 (mm)
tt = Course Hydrostatic Test Thickness per API-650 5.6.3.2 (mm)
CA = 0 mm
H = 2.2 m
JE = 1
Ma = A36
Rwi = 3.5
h3 = 2.5 m
loc = 5.0 m
t = 8 mm
Shell Course Center of Gravity (CG-3) = 6.25 m
D3 = ID + t
D3 = 36.0 + 0.008
D3 = 36.01 m
W-3 = pi * Dc * t * h3 * d
W-3 = pi * 36.008 * 0.008 * 2.5 * 7,840
W-3 = 17,737.6 kg
W-3-corr = pi * Dc * (t - CA) * h3 * d
W-3-corr = pi * 36.008 * (0.008 - 0.0) * 2.5 * 7,840
W-3-corr = 17,737.6 kg
Material Properties
Material (A36) = A36
Minimum Tensile Strength (Sut) = 400.0 MPa
Minimum Yield Strength (Sy) = 250.0 MPa
As per API-650 Table 5-2 a, Allowable Design Stress (Sd) = 160.0 MPa
As per API-650 Table 5-2 a, Allowable Hydrostatic Test Stress (St) = 171.0 MPa
Permissible Design Metal Temperature (MDMT-permissible) = -10.57 °C
Thickness Required by Erection
As per API-650 5.6.1.1, Thickness Required by Erection (t-erec) = 8 mm
Thickness Required by Design
H' = H
H' = 2.2
H' = 2.2 m
td = ((4.9 * D * (H' - 0.3) * SG) / Sd) + CA
td = ((4.9 * 36.0 * (2.2 - 0.3) * 1) / 160.0) + 0
td = 2.09 mm
Hydrostatic Test Required Thickness
Ht' = H
Ht' = 2.2
Ht' = 2.2 m
tt = (4.9 * D * (Ht' - 0.3) * SGt) / St
tt = (4.9 * 36.0 * (2.2 - 0.3) * 1) / 171.0
tt = 1.96 mm
Seismic Design Required Thickness
Nc = Convective Hoop Membrane Unit Force per API 650 Section E.6.1.4 (N/mm)
Nh = Product Hydrostatic Membrane Force per API 650 Section E.6.1.4 and Section 5.6.3.2 (N/mm)
Ni = Impulsive Hoop Membrane Unit Force per API 650 Section E.6.1.4 (N/mm)
Sd-seismic = Maximum Allowable Hoop Tension Membrane Stress per API-650 E.6.2.4 (MPa)
ts = Seismic Minimum Thickness per API 650 Section E.6.2.4 (mm)
As per API 650 Section E.6.1.4, Shell Course Liquid Surface to Analysis Point Distance (Y) = 2.2 m
Ni = 8.48 * Ai * G * D * H * ((Y / H) - (0.5 * ((Y / H)^2))) * TANH((0.866 * (D / H)))
Ni = 8.48 * 0.0893 * 1 * 36.0 * 7.2 * ((2.2 / 7.2) - (0.5 * ((2.2 / 7.2)^2))) * TANH((0.866 * (36.0 / 7.2)))
Ni = 50.79 N/mm
Nc = (1.85 * Ac * G * (D^2) * COSH(((3.68 * (H - Y)) / D))) / COSH(((3.68 * H) / D))
Nc = (1.85 * 0.0106 * 1 * (36.0^2) * COSH(((3.68 * (7.2 - 2.2)) / 36.0))) / COSH(((3.68 * 7.2) / 36.0))
Nc = 22.45 N/mm
Nh = 4.9 * (H - H_offset) * D * G
Nh = 4.9 * (2.2 - 0) * 36.0 * 1
Nh = 388.08 N/mm
S_T+ = Total Combined Hoop Stress per API 650 Sections E.6.1.4, EC.6.1.3 (MPa)
S_T- = Total Combined Hoop Stress per API 650 Sections E.6.1.4, EC.6.1.3 (MPa)
S_T+ = (Nh + SQRT(((Ni^2) + (Nc^2) + (((Av * Nh) / 2.5)^2)))) / MAX((t - CA) , 0.0001)
S_T+ = (388.08 + SQRT(((50.7948^2) + (22.4477^2) + (((0.1458 * 388.08) / 2.5)^2)))) / MAX((8 - 0) ,
0.0001)
S_T+ = 56.01 MPa
S_T- = (Nh - SQRT(((Ni^2) + (Nc^2) + (((Av * Nh) / 2.5)^2)))) / MAX((t - CA) , 0.0001)
S_T- = (388.08 - SQRT(((50.7948^2) + (22.4477^2) + (((0.1458 * 388.08) / 2.5)^2)))) / MAX((8 - 0) ,
0.0001)
S_T- = 41.01 MPa
Sd-seismic = MIN((1.33 * Sd) , (0.9 * Fy * E))
Sd-seismic = MIN((1.33 * 160.0) , (0.9 * 250.0 * 1))
Sd-seismic = 212.8 MPa
ts = ((SIGMAt+ * (tn - CA)) / S_membrane) + CA
ts = ((56.0061 * (8 - 0)) / 212.8) + 0
ts = 2.11 mm
Minimum Required Thickness
t-min = MAX(t-erec , td , tt , ts)
t-min = MAX(8 , 2.0948 , 1.96 , 2.1055)
t-min = 8 mm
Rating of Installed Thickness
H-max = ((((t - CA) * Sd * JE) / (4.9 * D * SG)) + 0.3) + loc
H-max = ((((8 - 0) * 160.0 * 1) / (4.9 * 36.0 * 1)) + 0.3) + 5.0
H-max = 12.56 m
H-max-@-Pi = MAX(H-max , 0)
H-max-@-Pi = MAX(12.5562 , 0)
H-max-@-Pi = 12.56 m
Pi-max-@-H = MAX((((H-max - (H + loc)) * (9.8 * SG)) + P) , 0)
Pi-max-@-H = MAX((((12.5562 - (2.2 + 5.0)) * (9.8 * 1)) + 0.0) , 0)
Pi-max-@-H = 52.49 kPa
Shell Design Summary Results
W-ins = t-ins * d-ins * pi * (OD + t-ins) * H
W-ins = 0.0 * 130 * pi * (36.024 + 0.0) * 7.5
W-ins = 0.0 kg
W-shell-corr = W-1-corr + W-2-corr + W-3-corr
W-shell-corr = 26,609.3601 + 22,173.2353 + 17,737.603
W-shell-corr = 66,520.2 kg
W-shell = W-1 + W-2 + W-3
W-shell = 26,609.3601 + 22,173.2353 + 17,737.603
W-shell = 66,520.2 kg
CG-shell = ((CG-1 * W-1) + (CG-2 * W-2) + (CG-3 * W-3)) / W-shell
CG-shell = ((1.25 * 26,609.3601) + (3.75 * 22,173.2353) + (6.25 * 17,737.603)) / 66,520.1985
CG-shell = 3.42 m
Shell Design Summary
Course Height (m) Material CA (mm) JE Sy (mpa) Sut (mpa) Sd (mpa) St (mpa) t-erec (mm)
3
2.5
A36
0
1
250.0
400.0
160.0
171.0
8
2
2.5
A36
0
1
250.0
400.0
160.0
171.0
8
1
2.5
A36
0
1
250.0
400.0
160.0
171.0
8
Shell Design Summary (continued)
Course
t-design
(mm)
t-test
(mm)
t-seismic
(mm)
t-ext
(mm)
t-min
(mm)
t-installed
(mm)
Status
H-max-@- Pi-max-@Pi (m)
H (kPa)
3
2.09
1.96
2.11
N/A
8
8
PASS 12.56
52.49
2
4.85
4.54
4.37
N/A
8
10
PASS 11.87
45.77
1
7.61
7.12
6.55
N/A
8
12
PASS 11.18
39.05
Intermediate Stiffeners Design
Stiffeners Design For Wind Loading
D = Nominal Tank Diameter (m)
H1 = Maximum Unstiffened Transformed Shell Height per API-650 5.9.6.1 (m)
N = Actual Wind Girders Quantity
Ns = Required Number of Girders per API 650 5.9.6.3 and 5.9.6.4
Pwd = Design Wind Pressure Including Inward Drag per API-650 5.9.6.1 (kPa)
Pwv = Wind Pressure where Design Wind Speed V is Used per API-650 5.9.6.1 (kPa)
V = Wind velocity (km/hr)
ts_min = Thickness of the Thinnest Shell Course (mm)
D = 36.0 m
N=0
V = 108.0 km/hr
Shell Courses Heights (W) = [2.5 2.5 2.5 ] m
ts_min = MIN(ts_1 , ts_2 , ts_3)
ts_min = MIN(12 , 10 , 8)
ts_min = 8 mm
Stiffeners Required Quantity
HTS = Height of Transformed Shell per API 650 5.9.6.2 (m)
Transformed shell courses heights
Variable
Equation
Value
Unit
Wtr_1
W_1 * SQRT(((t_min / ts_1)^5))
0.91
m
N/A
N/A
Wtr_2
W_2 * SQRT(((t_min / ts_2)^5))
1.43
m
N/A
N/A
Wtr_3
W_3 * SQRT(((t_min / ts_3)^5))
2.50
m
N/A
N/A
HTS = Wtr_1 + Wtr_2 + Wtr_3
HTS = 0.9072 + 1.4311 + 2.5
HTS = 4.84 m
Pwv = 1.48 * ((V / 190)^2)
Pwv = 1.48 * ((108.0 / 190)^2)
Pwv = 0.48 kPa
Pwd = Pwv + 0.24
Pwd = 0.4782 + 0.24
Pwd = 0.72 kPa
H1 = 9.47 * ts_min * SQRT(((ts_min / D)^3)) * (1.72 / Pwd)
H1 = 9.47 * 8 * SQRT(((8 / 36.0)^3)) * (1.72 / 0.7182)
H1 = 19.01 m
Ns = CEILING(((HTS / Hsafe) - 1))
Ns = CEILING(((4.8383 / 19.0068) - 1))
Ns = 0
N >= Ns ==> PASS
Flat Bottom: Annular Plate Design Back
Bottom Type (Cone Up with Annular Ring) = Cone Up with Annular Ring
Bottom Support Type (Continuously Supported on Foundation) = Continuously Supported on Foundation
Ann-w-min = Annular Ring Total Required Width (mm)
CA = Corrosion allowance (mm)
CA-ann = Annular Plates Corrosion Allowance (mm)
CA_1 = Bottom Shell Course Corrosion Allowance (mm)
E = Joint efficiency
H-effective = Effective Product Height (m)
L = Minimum width of annular plate as measured from inside edge of the shell to the edge of the plate in
the remainder of the bottom per API-650 5.5.2 (mm)
Ma-ann = Annular Plates Material
Ma-bottom = Material
Ma_1 = Bottom Shell Course Material
S = Bottom Shell Course Maximum Stress (MPa)
S1 = Bottom Shell Course Product Stress per API-650 Table 5.1a Note b (MPa)
S2 = Bottom Shell Course Hydrostatic Stress per API-650 Table 5.1a Note b (MPa)
Sd_1 = Bottom Shell Course Allowable Design Stress (MPa)
St_1 = Bottom Shell Course Allowable Hydrostatic Test Stress (MPa)
chime = Outside Projection (Chime Distance) (mm)
lw = Lap of the Bottom Plates Over the Annular Plate (mm)
slope = Cone slope (rise/run)
tb = Installed Thickness (mm)
tb-ann = Annular Plate Thickness (mm)
tb-ann-req = Annular Plates Required Thickness per API-650 5.5.3 (mm)
tb-req = Bottom Required Thickness (mm)
td_1 = Bottom Shell Course Design Thickness (mm)
ts_1 = Bottom Shell Course Nominal Thickness (mm)
tt_1 = Bottom Shell Course Hydrotest Thickness (mm)
w-ann = Annular Plate Actual Width (mm)
CA = 0 mm
CA-ann = 0 mm
CA_1 = 0 mm
E = 0.35
Ma-ann = A36
Ma-bottom = A36
Ma_1 = A36
Sd_1 = 160.0 MPa
St_1 = 171.0 MPa
chime = 50 mm
lw = 40 mm
slope = 0.008333333333333333
tb = 6 mm
tb-ann = 8 mm
td_1 = 7.61 mm
ts_1 = 12 mm
tt_1 = 7.12 mm
w-ann = 780 mm
Bottom Plates Material Properties
Material (A36) = A36
Minimum Tensile Strength (Sut-btm) = 400.0 MPa
Minimum Yield Strength (Sy-btm) = 250.0 MPa
Density (d-btm) = 7,840 kg/m^3
Bottom Annular Ring Material Properties
Material (A36) = A36
Minimum Yield Strength (Sy-ann) = 250.0 MPa
Minimum Yield Strength at Ambient Temperature (Sy-ambient-ann) = 250.0 MPa
Permissible Design Metal Temperature (MDMT-permissible-ann) = -10.57 °C
Calculation of Hydrostatic Test Stress & Product Stress per API-650 Section 5.5.1
S1 = ((td_1 - CA_1) / (ts_1 - CA_1)) * Sd_1
S1 = ((7.6073 - 0) / (12 - 0)) * 160.0
S1 = 101.43 MPa
As per API-650 5.5.1, first shell course material, A36, is in Group I; therefore, butt welded annular plates
are not required
S2 = (tt_1 / ts_1) * St_1
S2 = (7.1179 / 12) * 171.0
S2 = 101.43 MPa
As per API-650 5.5.1, first shell course material, A36, is in Group I; therefore, butt welded annular plates
are not required
S = MAX(S1 , S2)
S = MAX(101.43 , 101.43)
S = 101.43 MPa
Bottom Weight
A-ann = Annular Ring Surface Area (m^2)
A-btm = Bottom Surface Area (m^2)
CA = Corrosion allowance (mm)
CA-ann = Annular Plates Corrosion Allowance (mm)
ID-ann = Annular Ring Inner Diameter (m)
OD-ann = Annular Ring Outer Diameter (m)
OD-btm = Bottom Outer Diameter (m)
Theta = Slope Angle (deg)
Wb-pl = Bottom Plates Weight (kg)
Wb-pl-corr = Bottom Corroded Plates Weight (kg)
chime = Outside Projection (Chime Distance) (mm)
lw = Lap of the Bottom Plates Over the Annular Plate (mm)
slope = Cone slope (rise/run)
tb = Installed Thickness (mm)
tb-ann = Annular Plate Thickness (mm)
w-ann = Annular Plate Actual Width (mm)
CA = 0 mm
CA-ann = 0 mm
chime = 50 mm
lw = 40 mm
slope = 0.008333333333333333
tb = 6 mm
tb-ann = 8 mm
w-ann = 780 mm
OD-ann = OD + (chime * 2)
OD-ann = 36.024 + (0.05 * 2)
OD-ann = 36.12 m
ID-ann = OD-ann - (w-ann * 2)
ID-ann = 36.124 - (0.78 * 2)
ID-ann = 34.56 m
OD-btm = ID-ann + (lw * 2)
OD-btm = 34.564 + (0.04 * 2)
OD-btm = 34.64 m
A-ann = pi * (((OD-ann / 2)^2) - ((ID-ann / 2)^2))
A-ann = pi * (((36.124 / 2)^2) - ((34.564 / 2)^2))
A-ann = 86.61 m^2
Theta = ARCTAN(slope)
Theta = ARCTAN(0.0083)
Theta = 0.48 deg
A-btm = (pi * ((OD-btm / 2)^2)) / COS(Theta)
A-btm = (pi * ((34.644 / 2)^2)) / COS(0.4775)
A-btm = 942.67 m^2
Wb-pl = (A-btm * tb * d-btm) + (A-ann * tb-ann * d-ann)
Wb-pl = (942,672,896.1448 * 6 * 7.840000000000001E-6) + (86,608,431.5838 * 8 *
7.840000000000001E-6)
Wb-pl = 49,775.41 kg
Wb-pl-corr = (A-btm * (tb - CA) * d-btm) + (A-ann * (tb-ann - CA-ann) * d-ann)
Wb-pl-corr = (942,672,896.1448 * (6 - 0) * 7.840000000000001E-6) + (86,608,431.5838 * (8 - 0) *
7.840000000000001E-6)
Wb-pl-corr = 49,775.41 kg
Bottom Design due to External Pressure
P-btm = Downward Pressure (kPa)
Liquid Height to Pressure Conversion Factor (f) = 9.81
P-btm = (d-btm * 9.80665 * (tb - CA-btm) * (1 / 1.0E6)) + (Lmin * f * SG)
P-btm = (7,840 * 9.80665 * (6 - 0) * (1 / 1.0E6)) + (1.115 * 9.8064 * 1)
P-btm = 11.4 kPa
P-btm >= Pv ==> There is no uplift due to external pressure
Bottom Required Thickness
As per API-650 5.4.1, Required Thickness by Erection (tb-erec) = 6 mm
tb-req = tb-erec
tb-req = 6
tb-req = 6 mm
tb >= tb-req ==> PASS
Bottom Outside Projection
As per API-650 5.4.2, Minimum Required Outside Projection (chime) = 50 mm
chime >= chime ==> PASS
Annular Ring Required Thickness
As per API-650 5.5.3, Annular Plates Required Thickness based on the Product Stress of the First Shell
Course (tb-ann-req_1) = 6 mm
As per API-650 5.5.3, Annular Plates Required Thickness based on the Hydrostatic Test Stress of the
First Shell Course (tb-ann-req_2) = 6 mm
tb-ann-req = MAX((tb-ann-req_1 + CA-ann) , tb-ann-req_2 , tb-req)
tb-ann-req = MAX((6 + 0) , 6 , 6)
tb-ann-req = 6 mm
tb-ann >= tb-ann-req ==> PASS
Annular Ring Effective Product Height Limit
H-effective = Lmax * SG
H-effective = 7.2 * 1
H-effective = 7.2 m
As per API-650 5.5.3
H-effective <= 23 ==> PASS
Annular Ring Required Width
As per API-650 5.5.2, Density Factor of Water (Y) = 0.009810000000000001 MPa/m
L = 2 * tb-ann * SQRT((Sy-ambient-ann / (2 * Y * MIN(SG , 1) * Lmax)))
L = 2 * 8 * SQRT((250.0 / (2 * 0.0098 * MIN(1 , 1) * 7.2)))
L = 673.09 mm
Ann-w-min = L + chime + ts_1 + lw
Ann-w-min = 673.0917 + 50 + 12 + 40
Ann-w-min = 775.09 mm
w-ann >= Ann-w-min ==> PASS
Wind Moment (Per API-650 Section 5.11)
Back
Wind Pressures per API-650 & ASCE7-05
I = Wind Importance Factor
PWR = Roof Design Wind Pressure per API-650 5.2.1.k (kPa)
PWS = Shell Design Wind Pressure per API-650 5.2.1.k (kPa)
V = Design Wind Velocity (3-sec gust) (kph)
Vs = Adjusted Design Wind Velocity (kph)
I=1
V = 108.0 kph
Wind Velocity per API-650 and ASCE7-05
Vs = V * SQRT(I)
Vs = 108.0 * SQRT(1)
Vs = 108.0 kph
Roof Wind Pressure
PWR = 1.48 * ((Vs / 190)^2)
PWR = 1.48 * ((108.0 / 190)^2)
PWR = 0.48 kPa
Shell Wind Pressure
PWS = 0.89 * ((Vs / 190)^2)
PWS = 0.89 * ((108.0 / 190)^2)
PWS = 0.29 kPa
Wind Overturning and Sliding Stability
Ah = Roof Horizontal Projected Area (m^2)
Ah-total = Roof Horizontal Projected Area Including Insulation (m^2)
As = Shell Total Vertical Projected Area (m^2)
Av-roof = Roof Vertical Projected Area (m^2)
CA-btm = Corrosion Allowance of Bottom Plates Under the Shell (mm)
CA_1 = Bottom Shell Course Corrosion Allowance (mm)
CG-roof = Roof Center of Gravity (m)
COF = Maximum Allowable Sliding Friction Coefficient
D-outer = Tank Max Outer Diameter (m)
DLR = Nominal Weight of Roof Plates and Attached Structural (N)
DLS = Nominal Weight of Shell Plates and Framing (N)
F-friction = Friction Force (N)
F-wind = Sliding Force (N)
Fby = Yield Strength of Bottom Plates Under the Shell (MPa)
MDL = Moment About the Shell-To-Bottom Joint from the Nominal Weight of the Shell (N.m)
MDLR = Moment About the Shell-To-Bottom Joint from the Nominal Weight of the Roof Plate Plus any
Attached Structural (N.m)
MF = Moment About the Shell-To-Bottom Joint From Liquid Weight (N.m)
MPi = Moment About the Shell-To-Bottom Joint From Design Internal Pressure per API-650 5.11.2.2
(N.m)
MWR = Roof Wind Overturning Moment per API-650 5.11.2.2 (N.m)
MWS = Shell Wind Overturning Moment per API-650 5.11.2.2 (N.m)
Mw = Overturning Moment About the Shell-To-Bottom Joint from Wind Pressures per API-650 5.11.2.2
(N.m)
Rh = Roof Horizontal Radius (m)
W-struct = Roof New Structure Weight (N)
W-struct-corr = Roof Corroded Structure Weight (N)
Wb-pl-corr = Bottom Corroded Plates Weight (N)
Wr-pl = Roof New Plates Weight (N)
Wr-pl-corr = Roof Corroded Plates Weight (N)
Ws-framing = Shell New Framing Weight (N)
Ws-framing-corr = Shell Corroded Framing Weight (N)
Ws-pl = Shell New Plates Weight (N)
Ws-pl-corr = Shell Corroded Plates Weight (N)
Ws-struct-corr = Roof Corroded Structure Weight Supported by Shell (N)
Xs = Moment Arm of Wind Force on Shell (m)
Xw = Moment Arm of Wind Force on Roof (m)
tb = Thickness of Bottom Plates Under the Shell (mm)
tr-ins = Roof Insulation Thickness (mm)
ts-ins = Shell Insulation Thickness (mm)
ts_1 = Bottom Shell Course Nominal Thickness (mm)
wL = Tank Content Resisting Weight per API-650 5.11.2.3 (N/m)
wind-uplift = Wind Uplift per API-650 5.2.1.k (kPa)
Ah = 1,024.9 m^2
Av-roof = 20.39 m^2
CA-btm = 0 mm
CA_1 = 0 mm
CG-roof = 0.38 m
COF = 0.4
DLR = 610,433.02 N
DLS = 702,742.27 N
Fby = 250.0 MPa
Rh = 18.06 m
W-struct = 469,938.79 N
W-struct-corr = 469,938.79 N
Wb-pl-corr = 488,130.06 N
Wr-pl = 394,761.57 N
Wr-pl-corr = 394,761.57 N
Ws-framing = 50,401.97 N
Ws-framing-corr = 50,456.85 N
Ws-pl = 652,340.3 N
Ws-pl-corr = 652,340.3 N
Ws-struct-corr = 215,671.44 N
tb = 8 mm
tr-ins = 0 mm
ts-ins = 0 mm
ts_1 = 12 mm
Design Uplift Pressure per API-650 5.2.1.k
As per API-650 5.2.1.k.1 and Table 5.20a, for supported cone roofs meeting the requirements of 5.10.4,
PWR shall be taken as zero
wind-uplift = 0 kPa
Overturning Moments
Xw = D / 2
Xw = 36.0 / 2
Xw = 18.0 m
Ah-total = pi * ((Rh + tr-ins)^2)
Ah-total = pi * ((18.062 + 0.0)^2)
Ah-total = 1,024.9 m^2
MPi = Pg * Ah * Xw
MPi = 0.0 * 1,024.9001 * 18.0
MPi = 0.0 N.m
MWR = wind-uplift * Ah-total * Xw
MWR = 0.0 * 1,024.9001 * 18.0
MWR = 0.0 N.m
D-outer = OD + (2 * (ts-ins / 1000))
D-outer = 36.024 + (2 * (0 / 1000))
D-outer = 36.02 m
As = D-outer * H
As = 36.024 * 7.5
As = 270.18 m^2
Xs = H / 2
Xs = 7.5 / 2
Xs = 3.75 m
MWS = PWS * As * Xs
MWS = 287.5612 * 270.18 * 3.75
MWS = 291,349.84 N.m
Mw = MWR + MWS
Mw = 0.0 + 291,349.8379
Mw = 291,349.84 N.m
Resistance to Overturning per API-650 5.11.2
MDL = (D / 2) * DLS
MDL = (36.0 / 2) * 702,742.2694
MDL = 12,649,360.85 N.m
MDLR = (D / 2) * DLR
MDLR = (36.0 / 2) * 610,433.0163
MDLR = 10,987,794.29 N.m
wL = MIN((70.4 * Lmax * D) , (59 * (tb-req - CA-btm) * SQRT((Fby * Lmax))))
wL = MIN((70.4 * 7.2 * 36.0) , (59 * (6 - 0) * SQRT((250.0 * 7.2))))
wL = 15,018.95 N/m
MF = (D / 2) * wL * pi * D
MF = (36.0 / 2) * 15,018.948 * pi * 36.0
MF = 30,574,854.09 N.m
An unanchored tank with supported cone roof must meet with the criteria from API-650 5.11.2.2
Criterion for supported cone roofs meeting the requirements of API-650 5.10.4
(MWS + (Fp * MPi)) < ((MDL / 1.5) + MDLR)
(291,349.8379 + (0.4 * 0.0)) < ((12,649,360.8495 / 1.5) + 10,987,794.2926)
291,349.8379 < 19,420,701.5256 ==> Tank is stable
Resistance to Sliding per API-650 5.11.4
F-wind = PWS * As
F-wind = 287.5612 * 270.18
F-wind = 77,693.29 N
F-friction = COF * (Wr-pl-corr + W-struct-corr + Ws-pl-corr + Ws-framing-corr + Wb-pl-corr)
F-friction = 0.4 * (394,761.5724 + 469,938.7868 + 652,340.3042 + 50,456.8481 + 488,130.0624)
F-friction = 822,251.03 N
F-friction >= F-wind ==> Tank is stable
Anchorage Requirement
Tank anchorage due to wind is not required per API-650 5.11
Seismic Design Back
Site Ground Motion Design
Ac = Convective Design Response Spectrum Acceleration Coefficient per API 650 Sections E.4.6.1
Ac-min = Adjusted Convective Design Response Spectrum Acceleration Coefficient
Af = Acceleration Coefficient for Sloshing Wave Height per API 650 Sections E.7.2
Ai = per API 650 Sections E.4.6.1
Ai = Impulsive Design Response Spectrum Acceleration Coefficient per API 650 Sections E.4.6.1
Anchorage_System = Anchorage System
Av = Vertical Ground Acceleration Coefficient per API 650 Sections E.6.1.3 and E.2.2
D = Nominal Tank Diameter (m)
Fa = Site Acceleration Coefficient
Fv = Site Velocity Coefficient
H = Maximum Design Product Level (m)
I = Importance Factor
K = Spectral Acceleration Adjustment Coefficient
Ks = Sloshing Coefficient per API 650 Section E.4.5.2
Q = MCE to Design Level Scale Factor
Rwc = Convective Force Reduction Factor
Rwi = Impulsive Force Reduction Factor
S1 = Spectral Response at a Period of One Second per API 650 Section E.4.3
SD1 = Design Spectral Response Acceleration at a Period of One Second per API 650 Sections E.4.6.1
and E.2.2
SDS = Design Spectral Response Acceleration at Short Period per API 650 Sections E.4.6.1 and E.2.2
Seismic_Site_Class = Seismic Site Class
Seismic_Use_Group = Seismic Use Group
Sp = Peak Ground Acceleration
Ss = Spectral Response Acceleration at a Short Period per API 650 Section E.4.3
TL = Regional Dependent Transistion Period for Longer Period Ground Motion (sec)
Tc = Convective Natural Period per API 650 Section E.4.5.2 (sec)
rho_product = Product Mass Density (kg/m^3)
shell-course-modulus-of-elasticity-information-list = Shell Course Modulus of Elasticity Information List
(MPa)
shell-course-thickness-information-list = Shell Course Thickness Information List (mm)
Anchorage_System = SELF-ANCHORED
D = 36.0 m
Fa = 2.5
Fv = 3.5
H = 7.2 m
I = 1.0
K = 1.5
Q=1
Rwc = 2
Rwi = 3.5
Seismic_Site_Class = SEISMIC-SITE-CLASS-E
Seismic_Use_Group = SEISMIC-USE-GROUP-I
Sp = 0.05
TL = 4 sec
rho_product = 1,000.0 kg/m^3
shell-course-modulus-of-elasticity-information-list = [199,000 199,000 199,000 ] MPa
shell-course-thickness-information-list = [8 12 10.0 ] mm
Ss = 2.5 * Sp
Ss = 2.5 * 0.05
Ss = 0.13
S1 = 1.25 * Sp
S1 = 1.25 * 0.05
S1 = 0.06
SDS = Q * Fa * Ss
SDS = 1 * 2.5 * 0.125
SDS = 0.31
SD1 = Q * Fv * S1
SD1 = 1 * 3.5 * 0.0625
SD1 = 0.22
Ks = 0.578 / SQRT(TANH(((3.68 * H) / D)))
Ks = 0.578 / SQRT(TANH(((3.68 * 7.2) / 36.0)))
Ks = 0.73
Tc = 1.8 * Ks * SQRT(D)
Tc = 1.8 * 0.7301 * SQRT(36.0)
Tc = 7.89 sec
Ai = SDS * (I / Rwi)
Ai = 0.3125 * (1.0 / 3.5)
Ai = 0.09
Ai = MAX(Ai , 0.007)
Ai = MAX(0.0893 , 0.007)
Ai = 0.09
Tc > TL
Ac = K * SD1 * (TL / (Tc^2)) * (I / Rwc)
Ac = 1.5 * 0.2188 * (4 / (7.8852^2)) * (1.0 / 2)
Ac = 0.01
Ac-min = MIN(Ac , Ai)
Ac-min = MIN(0.0106 , 0.0893)
Ac-min = 0.01
Av = (2 / 3) * 0.7 * SDS
Av = (2 / 3) * 0.7 * 0.3125
Av = 0.15
Vertical Ground Acceleration Coefficient Specified by user (Av) = 0.15
Af = K * SD1 * I * (4 / (Tc^2))
Af = 1.5 * 0.2188 * 1.0 * (4 / (7.8852^2))
Af = 0.02
Seismic Design
A = Roof Surface Area (m^2)
A-rs = Roof Area Supported by The Shell (m^2)
Ac = Convective Design Response Spectrum Acceleration Coefficient
Af = Acceleration Coefficient for Sloshing Wave Height
Ah-shell = Roof Horizontal Projected Area Supported by The Shell (m^2)
Ai = Impulsive Design Response Spectrum Acceleration Coefficient
Anchorage_System = Anchorage System
Av = Vertical Ground Acceleration Coefficient
D = Nominal Tank Diameter (m)
DELTAs = Sloshing Wave Height Above Product Design Height per API 650 Section E.7.2 (m)
Event_Type = Event Type
Fa = Site Acceleration Coefficient
Fc = Allowable Longitudinal Shell Compression Stress per API 650 Section E.6.2.2.3 (MPa)
Freeboard = Actual Freeboard (m)
Freeboard_recommended = Minimum Recommended Freeboard per API-650 Table E.7 (m)
Fv = Site Velocity Coefficient
Fy = Yield Strength (MPa)
G = Specific Gravity
Ge = Effective Specific Gravity per API 650 Section E.2.2
H = Maximum Design Product Level (m)
H_shell = Shell height (m)
Hrcg = Top of Shell to Roof and roof appurtenances Center of Gravity (m)
I = Importance Factor
J = Anchorage Ratio per API 650 Section E.6.2.1.1.1
K = Spectral Acceleration Adjustment Coefficient
Ks = Sloshing Coefficient
L_max = Annular Ring Required Minimum Width Max Limit per API 650 Section E.6.2.1.1.2 (m)
Lmin-seismic = Annular Ring Required Minimum Width per API 650 Section E.6.2.1.1.2 (m)
Ls = Actual Annular Ring Width (m)
MU = Friction Coefficient
Min_Anchor_Quantity = Minimum Anchor Quantity
Min_Anchor_Spacing = Minimum Anchor Spacing (m)
Mrw = Ringwall Overturning Moment per API 650 Section E.6.1.5 (N.m)
Ms = Slab Overturning Moment per API 650 Section E.6.1.5 (N.m)
P = Design Pressure (MPa)
Q = MCE to Design Level Scale Factor
S1 = Spectral Response Acceleration at a Period of One Second
SD1 = Design Spectral Response Acceleration at a Period of 1 Second
SDS = Design Spectral Response Acceleration at Short Period
Sb = Roof Balanced Snow Load (Pa)
Sc = Self Anchored Maximum Longitudinal Shell Compression Stress per API 650 Section E.6.2.2.1
(MPa)
Seismic_Site_Class = Seismic Site Class
Seismic_Use_Group = Seismic Use Group
Ss = Spectral Response Acceleration Short Period
TL = Regional Dependent Transistion Period for Longer Period Ground Motion (sec)
Tc = Convective Natural Period (sec)
V = Total Design Base Shear per API 650 Section E.6.1 (N)
Vc = Design Base Shear for Convective Component per API 650 Section E.6.1 (N)
Vi = Design Base Shear for Impulsive Component per API 650 Section E.6.1 (N)
Vmax = Local Shear Transfer per API 650 Section E.7.7 (N/m)
Vs = Self Anchored Sliding Resistance Maximum Allowable Base Shear per API 650 Section E.7.6 (N)
W-struct = Roof Structure Weight (kg)
W_T = Total Weight of Tank Shell, Roof, Framing, Knuckles, Product, Bottom, Attachments,
Appurtenances, Participating Balanced Snow Load per API-650 Eq E.6.2.3-1 (N)
Wb-attachments = Bottom Attachments Weight (kg)
Wb-pl = Bottom Plates Weight (kg)
Wc = Convective Effective Weight per API 650 Section E.6.1.1 (N)
Weff = Total Effective Weight per API 650 Section E.6.1.1 (N)
Wf = Tank Bottom Total Weight (N)
Wfd = Tank Foundation Weight (N)
Wg = Soil Weight (N)
Wi = Impulsive Effective Weight per API 650 Section E.6.1.1 (N)
Wp = Tank Contents Total Weight (N)
Wr = Total Weight of Fixed Tank Roof including Framing, Knuckles, any Permanent Attachments and 10
% of the Roof Balanced Design Snow Load (N)
Wr-DL-add = Roof Additional Dead Weight (kg)
Wr-attachments = Roof Attachments Weight (kg)
Wr-pl = Roof Plates Nominal Weight (kg)
Wrs = Roof Load Acting on The Tank Shell Including 10 % of the Roof Balanced Design Snow Load (N)
Ws = Total Weight of Tank Shell and Appurtenances (N)
Ws-attachments = Shell Attachments Weight (kg)
Ws-framing = Shell Framing Weight (kg)
Ws-pl = Shell Plates Nominal Weight (kg)
Wss = Roof Structure Weight Supported by The Tank Shell (kg)
Xc = Height from tank shell bottom to the center of action of convective lateral force for computing
ringwall overturning moment per API 650 Section E.6.1.2.1 (m)
Xcs = Height from tank shell bottom to the center of action of convective lateral force for computing slab
overturning moment per API 650 Section E.6.1.2.2 (m)
Xi = Height from tank shell bottom to the center of action of impulsive lateral force for computing ringwall
overturning moment per API 650 Section E.6.1.2.1 (m)
Xis = Height from tank shell bottom to the center of action of impulsive lateral force for computing slab
overturning moment per API 650 Section E.6.1.2.2 (m)
Xr = Height from tank shell bottom to the center of gravity of roof and roof appurtenances per API 650
Section E.6.1.2 (m)
Xs = Height from tank shell bottom to shell's center of gravity (m)
ca1 = Bottom Shell Course Corrosion Allowance (mm)
ca_annular_ring = Annular Ring Corrosion Allowance (mm)
ca_bottom = Bottom Corrosion Allowance (mm)
hs = Additional Shell Height Required Above Sloshing Height (mm)
t_annular_ring = Annular Ring Thickness (mm)
t_bottom = Bottom Plate Thickness (mm)
ta = Thickness, excluding corrosion allowance, of the bottom annulus under the shell required to provide
the resisting force for self anchorage per API-650 E.2.2 (mm)
tb = Calculated Annular Ring Thickness Holddown (mm)
tb-ann-corr = Annular Ring Corroded Thickness (mm)
tb-corr = Bottom Plates Corroded Thickness (mm)
ts1 = Bottom Shell Course Thickness (mm)
ts1_c = Shell Course 1 Corroded Thickness (mm)
wa = Self Anchored Force Resisting Uplift per API 650 Section E.6.2.1.1 (N/m)
wa = Self Anchored Force Resisting Uplift per API 650 Section E.6.2.1.1 (N/m)
wa_max = Self Anchored Force Resisting Uplift Max Limit per API 650 Section E.6.2.1.1 (N/m)
wint = Calculated Design Uplift Due to Product Pressure (N/m)
wrs = Specified Tank Roof Load Acting on Tank Shell (N/m)
wt = Tank and Roof Weight Acting at base of Shell per API 650 Section E.6.2.1.1.1 (N/m)
yu = Self Anchored Tank Uplift Estimate per API 650 Section E.7.3.1 (mm)
A = 1,026.9 m^2
A-rs = 722.38 m^2
Ac = 0.01
Af = 0.02
Ah-shell = 720.98 m^2
Ai = 0.09
Anchorage_System = SELF-ANCHORED
Av = 0.15
D = 36.0 m
Event_Type = MAXIMUM-CONSIDERED-EARTHQUAKE-MCE
Fa = 2.5
Fv = 3.5
Fy = 250.0 MPa
G=1
H = 7.2 m
H_shell = 7.5 m
Hrcg = 0.38 m
I = 1.0
K = 1.5
Ks = 0.73
Ls = 0.68 m
MU = 0.4
Min_Anchor_Quantity = 6
Min_Anchor_Spacing = 3 m
P = 0.0 MPa
Q=1
S1 = 0.06
SD1 = 0.22
SDS = 0.31
Sb = 0.0 Pa
Seismic_Site_Class = SEISMIC-SITE-CLASS-E
Seismic_Use_Group = SEISMIC-USE-GROUP-I
Ss = 0.13
TL = 4 sec
Tc = 7.89 sec
W-struct = 47,920.42 kg
Wb-attachments = 0 kg
Wb-pl = 49,775.41 kg
Wfd = 0 N
Wg = 0 N
Wp = 71,870,067.86 N
Wr-DL-add = 0.0 kg
Wr-attachments = 0 kg
Wr-pl = 40,254.48 kg
Ws-attachments = 2 kg
Ws-framing = 5,139.57 kg
Ws-pl = 66,520.2 kg
Wss = 21,992.37 kg
Xs = 3.42 m
ca1 = 0 mm
ca_annular_ring = 0 mm
ca_bottom = 0 mm
hs = 0 mm
t_annular_ring = 8 mm
t_bottom = 6 mm
tb = 6 mm
ts1 = 12 mm
Wf = Wb-pl
Wf = 488,130.0624
Wf = 488,130.06 N
Wr = (Wr-pl + Wr-attachments + W-struct + Wr-DL-add) + (0.1 * Sb * Ah)
Wr = (394,761.5724 + 0.0 + 469,938.7868 + 0.0) + (0.1 * 0.0 * 1,024.9001)
Wr = 864,700.36 N
Wrs = ((Wr-pl + Wr-attachments + Wr-DL-add) * (A-rs / A)) + Wss + (0.1 * Sb * Ah-shell)
Wrs = ((394,761.5724 + 0.0 + 0.0) * (722.3823 / 1,026.8999)) + 215,671.4438 + (0.1 * 0.0 * 720.9755)
Wrs = 493,370.14 N
Ws = Ws-pl + Ws-framing + Ws-attachments
Ws = 652,340.3042 + 50,401.9652 + 19.6133
Ws = 702,761.88 N
W_T = Ws + Wr + Wp + Wf
W_T = 702,761.8827 + 864,700.3592 + 71,870,067.8583 + 488,130.0624
W_T = 73,925,660.16 N
Effective Weight of Product
Wi = (TANH((0.866 * (D / H))) / (0.866 * (D / H))) * Wp
Wi = (TANH((0.866 * (36.0 / 7.2))) / (0.866 * (36.0 / 7.2))) * 71,870,067.8583
Wi = 16,592,413.37 N
Wc = 0.23 * (D / H) * TANH(((3.67 * H) / D)) * Wp
Wc = 0.23 * (36.0 / 7.2) * TANH(((3.67 * 7.2) / 36.0)) * 71,870,067.8583
Wc = 51,698,466.44 N
Weff = Wi + Wc
Weff = 16,592,413.3706 + 51,698,466.4409
Weff = 68,290,879.81 N
Design Loads
Vi = Ai * (Ws + Wr + Wf + Wi)
Vi = 0.0893 * (702,761.8827 + 864,700.3592 + 488,130.0624 + 16,592,413.3706)
Vi = 1,665,266.91 N
Vc = Ac * Wc
Vc = 0.0106 * 51,698,466.4409
Vc = 548,003.74 N
V = SQRT(((Vi^2) + (Vc^2)))
V = SQRT(((1,665,266.9068^2) + (548,003.7443^2)))
V = 1,753,117.79 N
Center of Action for Effective Lateral Forces
Xr = H_shell + Hrcg
Xr = 7.5 + 0.3763
Xr = 7.88 m
Xi = 0.375 * H
Xi = 0.375 * 7.2
Xi = 2.7 m
Xc = (1.0 - ((COSH(((3.67 * H) / D)) - 1) / (((3.67 * H) / D) * SINH(((3.67 * H) / D))))) * H
Xc = (1.0 - ((COSH(((3.67 * 7.2) / 36.0)) - 1) / (((3.67 * 7.2) / 36.0) * SINH(((3.67 * 7.2) / 36.0))))) * 7.2
Xc = 3.75 m
Xis = 0.375 * (1.0 + (1.333 * (((0.866 * (D / H)) / TANH((0.866 * (D / H)))) - 1.0))) * H
Xis = 0.375 * (1.0 + (1.333 * (((0.866 * (36.0 / 7.2)) / TANH((0.866 * (36.0 / 7.2)))) - 1.0))) * 7.2
Xis = 14.69 m
Xcs = (1.0 - ((COSH(((3.67 * H) / D)) - 1.937) / (((3.67 * H) / D) * SINH(((3.67 * H) / D))))) * H
Xcs = (1.0 - ((COSH(((3.67 * 7.2) / 36.0)) - 1.937) / (((3.67 * 7.2) / 36.0) * SINH(((3.67 * 7.2) / 36.0))))) *
7.2
Xcs = 15.22 m
Overturning Moment
Mrw = SQRT((((Ai * ((Wi * Xi) + (Ws * Xs) + (Wr * Xr)))^2) + ((Ac * (Wc * Xc))^2)))
Mrw = SQRT((((0.0893 * ((16,592,413.3706 * 2.7) + (702,761.8827 * 3.4166) + (864,700.3592 *
7.8763)))^2) + ((0.0106 * (51,698,466.4409 * 3.7534))^2)))
Mrw = 5,243,464.9 N.m
Ms = SQRT((((Ai * ((Wi * Xis) + (Ws * Xs) + (Wr * Xr)))^2) + ((Ac * (Wc * Xcs))^2)))
Ms = SQRT((((0.0893 * ((16,592,413.3706 * 14.6904) + (702,761.8827 * 3.4166) + (864,700.3592 *
7.8763)))^2) + ((0.0106 * (51,698,466.4409 * 15.218))^2)))
Ms = 24,079,649.84 N.m
Resistance to Design Loads
Ge = G * (1 - (0.4 * Av))
Ge = 1 * (1 - (0.4 * 0.1458))
Ge = 0.94
wrs = Wrs / (pi * D)
wrs = 493,370.1392 / (pi * 36.0)
wrs = 4,362.35 N/m
wt = (Ws / (pi * D)) + wrs
wt = (702,761.8827 / (pi * 36.0)) + 4,362.3498
wt = 10,576.13 N/m
wint = P * 1000000 * ((pi * ((D^2) / 4)) / (pi * D))
wint = 0.0 * 1000000 * ((pi * ((36.0^2) / 4)) / (pi * 36.0))
wint = 0.0 N/m
Bottom Annular Plates Requirements
tb-corr = t_bottom - ca_bottom
tb-corr = 6 - 0
tb-corr = 6 mm
ts1_c = ts1 - ca1
ts1_c = 12 - 0
ts1_c = 12 mm
tb-ann-corr = t_annular_ring - ca_annular_ring
tb-ann-corr = 8 - 0
tb-ann-corr = 8 mm
8 >= tb-corr ==> PASS
ta = MIN(tb-ann-corr , ts1_c)
ta = MIN(8 , 12)
ta = 8 mm
wa_max = 201.1 * H * D * Ge
wa_max = 201.1 * 7.2 * 36.0 * 0.9417
wa_max = 49,085.18 N/m
L_max = 0.035 * D
L_max = 0.035 * 36.0
L_max = 1.26 m
wa = 99 * ta * SQRT((Fy * H * Ge))
wa = 99 * 8 * SQRT((250.0 * 7.2 * 0.9417))
wa = 32,607.17 N/m
Lmin-seismic = MIN(Lmax , MAX(0.45 , (0.01723 * ta * SQRT((Fy / (H * Ge))))))
Lmin-seismic = MIN(1.26 , MAX(0.45 , (0.01723 * 8 * SQRT((250.0 / (7.2 * 0.9417))))))
Lmin-seismic = 0.84 m
wa <= wa_max
Ls < Lmin-seismic
wa = 5742 * H * Ge * Ls
wa = 5742 * 7.2 * 0.9417 * 0.678
wa = 26,395.43 N/m
Tank Stability
J = Mrw / ((D^2) * (((wt * (1 - (0.4 * Av))) + wa) - (Fp * wint)))
J = 5,243,464.9014 / ((36.0^2) * (((10,576.1291 * (1 - (0.4 * 0.1458))) + 26,395.429) - (0.4 * 0.0)))
J = 0.11
J <= 1.54 ==> Tank is stable, anchoring is not required
Sc = ((wt * (1 + (0.4 * Av))) + ((1.273 * Mrw) / (D^2))) * (1 / (1000 * ts))
Sc = ((10,576.1291 * (1 + (0.4 * 0.1458))) + ((1.273 * 5,243,464.9014) / (36.0^2))) * (1 / (1000 * 12))
Sc = 1.36 MPa
Fc = 83 * (ts / D)
Fc = 83 * (12 / 36.0)
Fc = 27.67 MPa
Sc < Fc
(J <= 1.54) AND (V <= Vs) ==> Tank is stable, anchoring is not required
Freeboard
DELTAs = 0.42 * D * Af
DELTAs = 0.42 * 36.0 * 0.0211
DELTAs = 0.32 m
Freeboard = H_shell - Lmax-operating
Freeboard = 7.5 - 5.4
Freeboard = 2.1 m [2,099.0 mm]
Freeboard_recommended = 0.7 * DELTAs
Freeboard_recommended = 0.7 * 0.319
Freeboard_recommended = 0.22 m [223.32 mm]
As per API-650 E.7.2 and Table E.7, freeboard is recommended but not required
yu = (12.1 * Fy * (L^2)) / tb
yu = (12.1 * 250.0 * (0.837^2)) / 6
yu = 353.21 mm
Sliding Resistance
Vs = MU * (Ws + Wr + Wf + Wp) * (1.0 - (0.4 * Av))
Vs = 0.4 * (702,761.8827 + 864,700.3592 + 488,130.0624 + 71,870,067.8583) * (1.0 - (0.4 * 0.1458))
Vs = 27,845,726.26 N
V <= Vs
Local Shear Transfer
Vmax = (2 * V) / (pi * D)
Vmax = (2 * 1,753,117.7868) / (pi * 36.0)
Vmax = 31,001.93 N/m
Capacities and Weights Back
Capacity to Top of Shell (to Tank Height) : 7,588 m3
Capacity to Design Liquid Level : 7,283 m3
Capacity to Maximum Liquid Level : 5,451 m3
Working Capacity (to Normal Working Level) : 5,451 m3
Net working Capacity (Working Capacity - Min Capacity) : 4,361 m3
Minimum Capacity (to Min Liq Level) : 1,089 m3
Component New Condition (N) New Condition (Kg) Corroded (N) Corroded (Kg)
SHELL
652,341
66,521
652,341
66,521
ROOF
394,762
40,255
394,762
40,255
RAFTERS
431,343
43,985
431,343
43,985
GIRDERS
0
0
0
0
FRAMING
0
0
0
0
COLUMNS
5,835
595
5,835
595
TRUSS
0
0
0
0
STRUCTURE COMPONENTS
20,010
2,041
20,010
2,041
BOTTOM
488,115
49,774
488,115
49,774
STAIRWAYS
0
0
0
0
STIFFENERS
50,457
5,146
50,457
5,146
WIND GIRDERS
0
0
0
0
ANCHOR CHAIRS
0
0
0
0
APPURTENANCES
20
2
20
2
INSULATION
0
0
0
0
FLOATING ROOF
0
0
0
0
TOTAL
2,042,883
208,319
2,042,883
208,319
Weight of Tank, Empty : 208,319 kg
Weight of Tank, Full of Product (Design SG = 1) : 7,537,026 kg
Weight of Tank, Full of Water : 7,537,026.34 kg
Net Working Weight, Full of Product (Design SG = 1) : 6,402,094.58 kg
Net Working Weight Full of Water : 6,402,094.58 kg
Foundation Area Req'd : 1,024.9 m2
Foundation Loading, Empty : 1,993.25 N/m2
Foundation Loading, Full of Product Design : 72,117.21 N/m2
Foundation Loading, Full of Water : 72,117.22 N/m2
SURFACE AREAS
Roof : 1,026.89 m2
Shell : 848.23 m2
Bottom : 942.64 m2
Annular Ring : 86.6 m2
Internal Pressure Moment : 0 n-m
Wind Moment : 291,349.83 n-m
Seismic Moment (Ringwall) : 5,243,464.9 n-m
Seismic Moment (Slab) : 24,079,649.84 n-m
MISCELLANEOUS ATTACHED ROOF ITEMS
MISCELLANEOUS ATTACHED SHELL ITEMS
Reactions on Foundation Back
Arsc = Area of Tank Roof Supported by the Tank Columns (per column) (m^2)
Arss = Area of Tank Roof Supported by the Tank Shell (m^2)
Wc = Columns Weights (N)
Wrsc = Dead Load on Columns (N)
Wrss = Weight of Tank Roof Supported by the Tank Shell (kg)
Ws = Weight of the Tank Shell and Shell Appurtenances (kg)
Wss = Roof Structure Weight Supported by The Tank Shell (kg)
yb = Bottom Plate Density (kg/m^3)
yw = Water Density (kg/m^3)
Arsc = [254.47 ] m^2
Arss = 722.38 m^2
Wc = [5,834.09 ] N
Wrsc = [407,412.25 ] N
Wss = 21,992.37 kg
yb = 7,840 kg/m^3
yw = 1,000 kg/m^3
Wrss = ((Wr-pl + Wr-ins + Wr-attachments) * (Arss / A)) + Wss
Wrss = ((40,254.4776 + 0.0 + 0) * (722.3823 / 1,026.8999)) + 21,992.3668
Wrss = 50,309.75 kg
Ws = Ws-pl + Ws-ins + Ws-attachments + Ws-framing
Ws = 66,520.1985 + 0.0 + 2 + 5,139.5701
Ws = 71,661.77 kg
Unfactored (Working Stress) Downward Reactions on Foundations
Load Case
Location
Equation
Value
Unit
Dead Load
Shell
(Ws + Wrss) / (pi * D)
10,576.13
N/m
Dead Load
Center
Column
Wc-0 + Wrsc-0
413,246.33 N
Dead Load
Bottom
tb * yb * 9.806649999999999E-6
0.46
kPa
Internal Pressure
Bottom
P
0.0
kPa
Vacuum
Shell
(Pv * Arss) / (pi * D)
0.0
N/m
Vacuum
Center
Column
Pv * Arsc-0
0.0
N
Hydrostatic Test
Bottom
Lmax * yw * (9.80665 / 1000)
70.61
kPa
Minimum Roof Live
Load
Shell
(Lr * Arss) / (pi * D)
6,387.26
N/m
Minimum Roof Live
Load
Center
Column
Lr * Arsc-0
254,469.0
N
Seismic
Shell
((4 * (Mrw / D)) + (0.4 * (Ws + Wrss) * Av)) / (pi
5,768.18
* D)
N/m
Seismic
Bottom
(32 * Ms) / (pi * (D^3) * 1000)
5.26
kPa
Snow
Shell
(S * Arss) / (pi * D)
0.0
N/m
Snow
Center
Column
S * Arsc-0
0.0
N
Stored Liquid
Bottom
SG * Lmax * yw * (9.80665 / 1000)
70.61
kPa
Pressure Test
Bottom
Pt
0.0
kPa
Wind
Shell
(2 * (Hs^2) * PWS) / (pi * D)
286.04
N/m

Seismic bottom reaction varies linearly from 32*Ms/(PI*D^3) at the tank shell to zero at the
center of the tank
Disclaimer and Special Notes Back
AMETank is a general-purpose software for storage tank design and detailing. AMETank employs a
number of procedures and processes following API, AWWA, EN, and other related standards.
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