March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
API 650 Design Calculations
D = Normal tank diameter , in feet #REF!
H = depth of tank , in feet #REF!
Shell Design : FROM ( BOTTOM COURSE) PLATE TO (TOP COURSE) PLATE
td = 2.6(D)(H -1)(G)/Sd= #REF! in. Wall Thickness
Miniumum shell thickness, in inches, td = td / tt = 2.6(D)(H-1)/(St)
td = #REF! in. (Includes Corrosion Allowance)
G = design Specific gravity of liquid 1
Sd = allowable Stress for Design condition 23,200
E = joint efficiency 0.85%
St = allowable stress 516-60 Hydro Test 24,900
CA = Corrosion Allowance 0.0625
For First Course (Bottom) 516-60 Plate #REF!
td = 2.6(D)(H -1)(G)/Sd = #REF!
td =td / tt = 2.6(D)(H-1)/(St) =
td = Miniumum shell thickness, in inches = #REF!
D = Normal tank diameter , in feet = #REF!
H = depth of tank , in feet = #REF!
G = design Specific gravity of liquid = 1
Sd = allowable Stress for Design condition 21,300
E = joint efficiency 0.85%
St = allowable stress516-60 Hydro Test 24,000
CA = Corrosion Allowance 0.0625
For Second Course 516-60 Plate 0.5000
td = 2.6(D)(H -1)(G)/Sd= #REF!
td =td / tt = 2.6(D)(H-1)/(St)
td = Miniumum shell thickness, in inches #REF!
D = Normal tank diameter , in feet #REF!
H = depth of tank , in feet 28
G = design Specific gravity of liquid 1
Sd = allowable Stress for Design condition 21,300
E = joint efficiency 0.85%
St = allowable stress 516-60 Hydro Test 24,000
CA = Corrosion Allowance 0.0625
For Third Course 516-60 Plate 0.3750
FileName: 499226253.xls
Page 1 of 6
WorkSheet: Steel Design
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
API 650 Design Calculations
Shell Design :
td = 2.6(D)(H -1)(G)/Sd= 0.196
td =td / tt = 2.6(D)(H-1)/(St) =
td = Miniumum shell thickness = 0.2365 inches
D = Normal tank diameter , in feet 94.5
H = depth of tank , in feet 18
G = design Specific gravity of liquid 1
Sd = allowable Stress for Design condition 21,300
E = joint efficiency 0.85%
St = allowable stress 516-60 Hydro Test 24,000
CA = Corrosion Allowance 0.0625
For Fourth Course 516-60 Plate 0.2500
td = 2.6(D)(H -1)(G)/Sd= 0.081
td =td / tt = 2.6(D)(H-1)/(St)
td = Miniumum shell thickness, in inches 0.1342
D = Normal tank diameter , in feet 94.5
H = depth of tank , in feet 8
G = design Specific gravity of liquid 1
Sd = allowable Stress for Design condition 21,300
E = joint efficiency 0.85%
St = allowable stress 516-60 Hydro Test 24,000
CA = Corrosion Allowance 0.0625
For Fifth Course 516-60 Plate 0.2500
Annular Bottom Plate Thickness 0.3750
D = Diameter in Feet #REF!
H = Height in Feet #REF!
V = Volume in Cubic Feet
Tank Shell surface = p*D*H = #REF! Ft2 of Shell surface area
Tank Roof surface = p*D2/4 = #REF! Ft2 of Roof Area (estimated)
Tank Floor surface = p*D2/4 = #REF! Ft2 of Bottom Floor area
FileName: 499226253.xls
Page 2 of 6
WorkSheet: Steel Design
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
FOUNDATION DESIGN:
Per API 650 (Appendix E)
Tank is unanchored, use equations pertaining to unanchored tanks,
for seismic loading.
DATA GIVEN:
Seismic Zone; 3
Zone Coefficient Z= 0.3
Importance Factor I = 1.0
Diameter of Tank D= 94.5
Height of Liquid Content (Design) H= 44.5
Shell Height Hs = 48
Design Specific Gravity G= 0.79
Thickness of Bottom PL Under Shell tb = 0.3750
Yeild Strength of Bottom PL Fby = 36,000 PSI
Weight of Shell Ws = 221 Kips
Weight of Roof + Live Load = 107.4 + 210.4 Wy = 317.8 Kips
Weight of Product PI()/4(94.5)2 (44.5)(.79)(62.4) Wt = 15,386 Kips
CALCULATIONS:
Seismic Coefficients:
Xs = 19.685 Ft
C1 = 0.60
D/H = 2.12
Per Fig. E-2
W1 / Wt = 0.535 W1 = 8,231
W2 / Wt = 0.45 W2 = 6,924
Per Fig. E-3
X1 /H = 0.375 X1 = 16.7
X2 /H = 0.59 X2 = 26.3
Per Fig. E-4
K = 0.6
Lateral Force Coefficients: E-3.3
T =K (D 0.5 ) =.6 *(94.5 0.5) = 5.83 Seconds
If Greater Than 4.5 seconds 3.375 (s/T2) = 3.375*1.5/5.832 = 0.149 Seconds
FileName: 499226253.xls
Page 3 of 6
WorkSheet: Foundation Design - 1
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
FOUNDATION DESIGN:
Seismic Loads:
M = (Z)(I) { (C1)(Ws)(Xs)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W2)(X2)}
(0.3)*(1.0)[ 0.6(221)(19.685)+ 0.6(317.8)(48.0)+ 0.6(8232)(16.7)+ 0.149(6924)(26.3)]
0.3 2610 9155 82485 27133 36415 Ft-Kips
V = (Z)(I) {(C1)(Ws)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W2)(X2)}
(0.3)*(1.0)[ 0.6(221)+ 0.6(317.8)+ 0.6(8232)+ 0.149(6924)]
0.3 132.6 190.68 4939.2 1031.676 1888 kips
Reistance to Overturning:( E.4.1) API 650
WL = 7.9tb Ö Fby G H (G18)*(G16)*(G14)/(G13)2 ) 3,333 # / ft
1265580 1125
Constant = 7.9
3,333 # / ft Not to exceed 1.25*GHD 4153 # / ft
USE 4153 # / ft
Shell Compression: Per E-5
M= 36415 ft-kips
Wt + WL = 583.8 / (PI()*94.5) + 4.153 6 Kips
M / D2 (Wt + WL) (G76)/(G13)2(6.12)
36415 54653 0.666 > 0.785
b = 1.815+1.273*36415/94.5^2 b = 7.0
Max. Longitudinal Compressive Force 7.0
UnAnchored Longitudinal Compressive Stress
7000 / 6 1167
Allowable Longitudinal Compressive Stress
GHD2/t2 1.255 * 106 = Fa=106 (t) / D = 5.29 Kips
Anchorage Not Required
FileName: 499226253.xls
Page 4 of 6
WorkSheet: Foundation Design - 1
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
FOUNDATION DESIGN:
Max. Overturning Moment Due To Seismic Loads. 36,415 Kips
Compression or Tension Due To Moment: 5.19 kpf
Seismic Base Shear: 0.27 kips
RINGWALL DESIGN:
Use Following Weight Values for Materials
Wt. of Steel 490lb/ft3
Wt. Of Compacted Soil 110 lb/ft3
Wt. Of Concrete Wall 150 lb/ft3
Wt. Of Product in Tank 50 lb/ft3
Horizontal Pressure on Ring Wall:
F=Kah(g*p*H+1/2 soh)+270
0.3*6.0[(50*44.5+0.5*110*6.0)]+270 4,869 kips
Hoop Tension:
1/2FD= 1/2(4869)(94.5) 230 kips
As= 231/24.0 10 in.
USE - 6 # 9 Bars Ea. Face
USE - # 4 Bars at 12" on Center
Minimum RingWall Thickness:
T = 2W / g *p*h - 2h ( gc - gso) W = 1100
(2)(1100)/50(44.5)-2(6.0)(150-110) 1.26
Use 16" Thick Concrete Wall
12"
Top of Ground Elevation
16"
48"
12"
FileName: 499226253.xls
Page 5 of 6
WorkSheet: Foundation Design - 2
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
12"
Concrete Tensile Stress:
fct = c(Es)(As)+T / Ac + n (As)
.0003(29*106)(10)+231000/(16*72)+(9*10)
318000 1242 256 psi
.15(3000) 450 psi
OK
Soil Bearing:
Try 3'- 6" Footing
Weight. of Wall = 1.33*5.0*.150 1.0 kips
Weight of Footing = 3.5*1.0*.150 0.525 kips
Weight of Fill = 2.17*4.0*.110 0.95 kips
2.48 kips
Case 1
Load from Shell + Roof + Live Load = 1.1 kips
Weight of Wall +Footing + Fill = 2.48 kips
Bearing Pressure = 3.58/3.50 1.0 kips
Case 2
Dead + Live Load + Earthquake Load =
P = 3.58 + 5.19 = 8.77 kips
H= 0.270 kips
Moment at Base of Footing = .270(6.0) 1.62 kips
Bearing Pressure Under Footing =
8.77/3.5*1 2.51 kips
2.51+.79 3.30 kips
Allowable Pressure = 3.0*1.33 3.99
OK
USE -4 # 9 Bars in Footing
USE - # 4 Bars at 12" Horizontal
FileName: 499226253.xls
Page 6 of 6
WorkSheet: Foundation Design - 2
